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20100145 Permit Pkg 03202013 City of Yelm Permit No.: 20100145 ,� � Community Development Department Issue Date: 3/20I2013 (Work must be completed within 1 SO days) Building Division Phone:(360)458-8407 Fax: (360)458-3144 Applicant: Name: CREEK ROAD MIXED USE-PHASE 1 Phone: 253-428-0800 Address: 240 STADIUM WAY S TACOMA WA 98402 Property Information: site Address: 10520 CREEK ST SE, BLDG B A & Owner: CREEK ROAD MIXED USE- PHASE 1 Assessor Parcel No.: 64303400400, 501 & Subdivision: Lot: 502 Contractor Information: Name: BERG RESIDENTIAL Phone: Address: 240 STADIUM WAY S TACOMA WA 98402 Contractor License No.: BERGRDL016RM Expires: 12/13/2011 Project Information: Project: NEW COMMERCIAL BUILDING Description of Work: APARTMENT BLDG B UNITS A&B 12 Units Sq.Ft.per floor: First 3164 Heat Type(Electric, Gas, Other): ELECTRIC Second 3164 Third 3164 Garage Basement Fees: Item Contractor Fees NEW COMMERCIAL BUILDING CREEK ROAD MIXED USE-PHASE 1 $126,958.19 TOTAL FEES: $126,958.19 ApplicanYs Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct.I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm regulations including those governing zoning and land subdivision,and in addition,all covenants, easements and restrictions of record.If applying as a contractor,1 further certify that I am currently Final Inspection: registered in the te of Washington. � 3_z�,�J Date: Si nature Date Firm ��f� �.�,� By� 4 City of Yelm Permit►vo.: 20100145 � � Community Development Department Fee Calculation Worksheet Building Division Phone: (360)458-8407 Fax:(360)458-3144 Applicant: Name: CREEK ROAD MIXED USE-PHASE 1 Phone: 253-428-0800 Address: 240 STADIUM WAY S TACOMA WA 98402 Property Information: site Address: 10520 CREEK ST SE, BLDG B A 8� Owner: CREEK ROAD MIXED USE-PHASE 1 Assessor Parcel No.: 64303400400, 501 & Subdivision: Lot: 502 Project Information: Project: NEW COMMERCIAL BUILDING Description of Work: APARTMENT BLDG B UNITS A&B 12 Units Sq. Ft.per floor: First 3164 Heat Type(Electric, Gas, Other): ELECTRIC Second 3164 Third 3164 Garage Basement Fees: Item Units Fees WATER ERU 9 $49,380.84 SEWER ERU 9 $57,541.86 SEWER INSPECTION FEE 9 $1,305.00 BUILDING PERMIT ESTIMATED VALUE 805,623 $4,687.25 BUILDING PLAN REVIEW 0 $3,045.54 WATER METER(COMMERCIAL) 1 $ 650.00 SEWER DEPOSIT COMMERCIAL 9 $ 450.00 STATE BUILDING FEE 1 $ 26.50 TRAFFIC FACILITIES CHARGE 7 $9,511.20 WATER DEPOSIT COMMERCIAL 9 $ 360.00 TOTAL FEES: $126,958.79 PAYMENTS MADE: $- 3,045.54 BALANCE DUE: $123,912.65 Cit� of Yelm (36 ) 458-8402 REC#: 00123056 3/21/20�� 2:d� PM pp��; �� TERM: 001 REF#: 002000 TRAN: 33.00d0 6UILDING f'ERMITS 20100145 123,912.65CR CREEK �OAq MIXED USE - PHASE 1 10520 CREEK2�T912,65L'RG � BLD-C(7M1 TRAN: 33.Q000 6l1ILqING PERMITS 201Q0146 124,439.90CR CREEK ROAD MIX�D USE - PHASE 1 10520 CREE124 439.90CRG C gLp-CQM1 TRAN: �3.OQ00 BIJILDING PERMITS 20100147 186,099.95CR CREEK ROAp MIXEQ USE - PHASE 1 1Q520 CREEK86T09g,95�R� D ��p-COM1 TRAN; 33.0000 �24�D69g,50CRIT� 20100148 CREEK ROAD MIXEq USE - PHASE 1 10520 CREE247T69B,50CR� � S�p-COM1 TRAN: 33.OU00 BUILDING PERMITS 20100149 63,056.9'5CR CREEK ROA� MIXEp USE - PHASE 1 10520 CREEK63T056.95CRG G BLD-COM1 TRAN: 33.��00 BUILDING PERMITS 20100150 186,019.65CR CREEK ROAp MIXED USE - PHASE 1 10520 ��E�186T019.65CR H BLD-COM1 �fENOERED: 931�227.60- CHECK APPLIED: CHANGE: 0,00 Yt�� LM�UNITy SCHOOLS YELM WA g8597 Cierk; Terminal• �r�y Receipt• � 203236 Manual Receipt: NYE M CREEK APT YELM CREEK APARTMENIS LLC, YELM CREEK AP ARTMENTS 240 S STApIUM Wqy rACOMA, Wq 98402 3%21/'Zpt3 2:Lfi FM -��-�.�____Item `"�_�----_ Price j ��F MITIGATI�iN fNITIGATION 143100.00 12-004/�p MULTI FAMILY UNITS Subtotal: 143100.00 Tax; 0.00 Total: 143100.00 �heCk 143100.00 002001 Change Due: 0.00 THANf{ y6u � ---� 360.458.6106 Q FAX:360.458.6178 p �07 FIRSTSTREET NORTH PO Box 476 i�is. � YELM, WA 98597-0476 C"OMM UN/ 7Y Cl1 COMMVNI7Y REIATIONS cc{ehdnC�ycs.wec�net.ec�u March 21, 2013 RE: Mitigation Fee YCS Ref. # 12-004 Yelm Creek Apartments Attn: City of Yelm Building Department Yelm Creek Apartments, Parcel No. 64303400400 at 10520 Creek St SE; the mitigation fee for 90 of the 165 multi-family units, has been paid. Yelm releases 90 multi-family units from mitigation with Yelm Community Schools. The balance due for the 75 remaining multi-family dwelling units is $119,250.00, and is a requirement of building permit issuance for the remaining '75 units. Mitigation payments with the above YCS Reference number are made to; Yelm Community Schools Accounts Receivable PO Box 476 Yelm, WA 98597 If you have any questions, please feel free to call me. Chrissy DeHan Community Relations Office Assistant Coordinator 360.458.6106 YELM COMMUNITY SCHOOLS IS AN EQVAL OPPORTVNITY EMPLOYER AND FOLLOWS TITLE IX REQUIREMENTS. �a�T�� City of Yelm Permit ►vo.: 20100145 a � Community Development Department Issue Date: 3I2012013 (Work must be completed within 180 days) Building Division Phone: (360)458-8407 ""•"",N6TON Fax: (360)458-3144 Applicant: Name: CREEK ROAD MIXED USE- PHASE 1 Phone: 253-428-0800 Address: 240 STADIUM WAY S TACOMA WA 98402 Property Information: Site Address: 10520 CREEK ST SE, BLDG B A & �Wner: CREEK ROAD MIXED USE- PHASE 1 Assessor Parcel No.: 64303400400, 501 & Subdivision: Lot: 502 Contractor Information: Name: BERG RESIDENTIAL Phone: Address: 240 STADIUM WAY S TACOMA WA 98402 Contractor License No.: BERGRDL016RM Expires: 12/13/2011 Project Information: Project: NEW COMMERCIAL BUILDING Description of Work: APARTMENT BLDG B UNITS A& B 12 Units Sq. Ft. per floor: First 3164 Heat Type(Electric, Gas, Other): ELECTRIC Second 3164 Third 3164 Garage Basement Fees: Item Contractor Ly ��3 Fees MECHANICAL BERG RESIDENTIAL `" $ 251.00 PLUMBING BERG RESIDENTIAL H IZ'�I M�J $ 692.00 NEW COMMERCIAL BUILDING CREEK ROAD MIXED USE-PHASE 1 $126,958.19 TOTAL FEES: $127,901.19 ApplicanYs Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints: - Yelm regulations including those goveming zoning and land subdivision,and in addition, all covenants, easements and restrictions of record. If applying as a contractor, I further certify that I am currently Final Inspection: registered in the St e of Washington. Si nature �- Date 7 �� Date: By: Firm �l'a� .��CG � � Cit� af Y�lm (36 } 458-8402 REC#: 00125902 4/2�/2013 11:41 AM OPER: CO TERM: OQ1 REF#: 2011 Tf2AN: 33.G000 BUTLDING PERMITS 2Q100146 212.00CR CREEK ROAD MIXED USE - PHASE 1 10520 CREEK ST SE, BI.DG C MECH 212.00CR TRAN; 33,OOQ0 BUILDING PERMITS 20100145 692.00�R CREEK HOAD MIXED USE - PHASE 1 10520 CREEK ST SE, BLDG C P�- 692.OOCR Tf2AN; 33.0000 6UILQING PERMTTS 2U100147 1,154.00CR CREEK ROAD MIXED USE - PHASE 1 10520 CREEK ST SE, BLDG D p� 1,154.00CR TRAN: 33.00�0 BUILDING PERMITS 20100147 425,OOCR CREEK ROAU MIXED USE - PHASE 1 10520 CREEK ST SE, BLDG U MECH 425.00CR TRAN: 33.0000 BUILDING PERMITS 20100148 1,742.00CR GREEK ROAQ MIXED USE - PHASE 1 10520 CREEK ST SE, BLDG E �� 1,742,OUGR T�AN: 33,0000 BUILDING PERMTTS 20100148 560,OOCR CREEK RDAQ MIXEQ USE - PNASE 1 10520 CRE�K ST SE, BLOG E MECH 560,OOCR TENDERED; 4,785,00 CHECK APPLIED; 4,785,Q0- CHANGE; 0,00 �►� City of Yelm Permit►vo.: 20100145 ,� Community Development Department Issue Date: 3/20/2013 �, (Work must be completed within 180 days) Building Division Phone: (360)458-8407 """ ' " Fax: (360)458-3144 Applicant: Name: CREEK ROAD MIXED USE- PHASE 1 Phone: 253-428-0800 Address: 240 STADIUM WAY S TACOMA WA 98402 Property Information: Site Address: 10520 CREEK ST SE, BLDG B A 8� Owner: CREEK ROAD MIXED USE- PHASE 1 Assessor Parcel No.: 64303400400, 501 & Subdivision: Lot: 502 Contractor Information: Name: BERG RESIDENTIAL Phone: Address: 240 STADIUM WAY S TACOMA WA 98402 Contractor License No.: BERGRDL016RM Expires: 12/13/2011 Project Information: Project: NEW COMMERCIAL BUILDING Description of Work: APARTMENT BLDG B UNITS A&B 12 Units Sq. Ft. per floor: First 3164 Heat Type(Electric,Gas, Other): ELECTRIC Second 3164 Third 3164 Garage Basement Fees: Item Contractor Fees MECHANICAL BERG RESIDENTIAL $ 251.00 PLUMBING BERG RESIDENTIAL $ 692.00 NEW COMMERCIAL BUILDING CREEK ROAD MIXED USE-PHASE 1 $126,958.19 FIRE SPRINK Unlimited Mechanical 8/5/2013 $1,524.18 TOTAL FEES: 3129,425.37 Applicant's Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the infortnation contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm regulations including those governing zoning and land subdivision,and in addition,all covenants, easements and restrictions of record. If applyi�g as a contractor,I further certify that I am currently Final Inspeetion: registered in the tate of Washington. Signature � - Date � �� % Date: Fir►n (�,�J L;irn��G. J� i'1'1�'C'N . �i'�G , e�': Cit of 8��02 (36�) a/p5/2013 12;28 PM REC#; 001348TERM: 001 OPER; Cn REF#: 5846 TRAN: 33.0000 6UI1��2418CR T5 20100145 pHASE 1 CREEK ROAD MIX�D USE - 10520K REEK 1T52��18CR� g FIRE SPRN TENDERED: 1,524,18 CHECK APPLIEQ: 1,524.18- CHANGE: —`0 00 COMPONENT PERFOP:MANCE CALCULATIONS FOR 07-238 Yelm Creek Apartments Yelm, WA July 1, 2010 r ��:�� COMPONENT PERFORMANCE CALCULATIONS PROPOSED 'U' VALUES: EXTERIOR DOORS:(R5) 0.2 DEFAULT VALUE CEILING: (R38) 0.031 DEFAULT VALUE(TABLE 10-7) WALLS: (R21) 0.057 DEFAULT VALUE(TABLE 10-5) PERIMETER INSULATION: 0.73 DEFAULT VALUE (TABLE 10-2) (NO INSUL.) WINDOWS: Milgard CLR/AIR Low-E 0.38 SEE MILGARD LITERATURE Milgard CLR/ARG Low-E 0.35 SEE MILGARD LITERATURE (AT BUILDINGS A&B ONLY) PATIO DOORS: 0.38 DEFAULT VALUE(TABLE 10-6C) DBL. GLAZED W/ 1/4"AIRSPACE Note: Window U-Values are based on Milgard information. If a different window supplier is selected, the window supplier shall provide a U-Value to meet or exceed the values listed above. COMPONENT PERFORMANCE WORKSHEET: PROJECT: Yelm Creek Apartments JOB#: 07-238 BUILDING B BLDG. FLOOR AREA: 10,179 S.F. DATE: July 1,2010 CODE:2006 Edition WSEC TABLE 5-1 OCCUPANCY: R2 (gross wall area) 9,963 ZONE: 1 HEATING: ELECTRIC RESISTANCE ASSEMBLY 'U'VALUE AREA 'U'X A FROM TABLE (S.F.) 0.15 GLAZING G.F.A. (15)= U X A 0.4 1527 611 DOORS 0.2 240 48 CEILING 0.031 3,393 105 WALLS 0.057 8,196 467 3.5' BELOW GRADE WALL 0.041 0 0 (B.G.W.) PERIMETER INSULATION R10 0.54 369 199 SLAB ON GRADE @ B.G.W. F= 0.57 0 0 TARGET'U'X A 1430 PROPOSED COMPONENT VALUES: DOORS 0.2 240 48 CEILING 0.031 3,393 105 WALLS 0.057 8,244 470 3.5' BELOW GRADE WALL 0.1532 0 0 (B.G.W.) PERIMETER INSULATION 0.73 369 269 (NONE) SLAB ON GRADE @ B.G.W. F= 0.53 0 0 No Insulation WINDOW AREA 0.35 1,239 434 Milgard Vinyl CLR/ARG Low-E GLASS DOOR AREA 0.38 240 91 Dbl.Glazed w/1/4"airspace TOTAL'U'X A 1417 PROPOSED�U'X A LESS THAN TARGET'U'X A. THEREFORE PROPOSED DESIGN MEETS W.S.E.C. CRITERIA. COMPONENT PERFORMANCE WORKSHEET: PROJECT: Yelm Creek Apartments JOB#: 07-238 BUILDING C BLDG. FLOOR AREA: 11,607 S.F. DATE: July 1, 2010 CODE:2006 Edition WSEC TABLE 5-1 OCCUPANCY: R2 (gross wall area) 10,557 ZONE: 1 HEATING: ELECTRIC RESISTANCE ASSEMBLY 'U'VALUE AREA 'U'X A FROM TABLE (S.F.) 0.15 GLAZING G.F.A. (15)= U X A 0.4 1741 696 DOORS 0.2 240 48 CEILING 0.031 3,$69 120 WALLS 0.057 8,576 489 3.5' BELOW GRADE WALL 0.041 0 0 (B.G.W.) PERIMETER INSULATION R10 0.54 391 211 SLAB ON GRADE @ B.G.W. F= 0.57 0 0 TARGET'U'X A 1564 PROPOSED COMPONENT VALUES: DOORS 0.2 240 48 CEILING 0.031 3,869 120 WALLS 0.057 8,919 508 3.5' BELOW GRADE WALL 0.1532 0 0 (B.G.W.) PERIMETER INSULATION 0.73 391 285 (NONE) SLAB ON GRADE @ B.G.W. F= 0.53 0 0 No Insulation WINDOW AREA 0.38 1,158 440 Milgard Vinyl CLR/AIR Low-E GLASS DOOR AREA 0.38 240 91 Dbl. Glazed w/1/4" airspace TOTAL 'U'X A 1493 PROPOSED'U'X A LESS THAN TARGET'U'X A. THEREFORE PROPOSED DESIGN MEETS W.S.E.C. CRITERIA. COMPONENT PERFORMANCE WORKSHEET: PROJECT: Yelm Creek Apartments JOB#: 07-238 BUILDING D BLDG. FLOOR AREA: 17,730 S.F. DATE: July 1, 2010 CODE:2006 Edition WSEC TABLE 5-1 OCCUPANCY: R2 (gross wall area) '15,390 ZONE: 1 HEATING: ELECTRIC RESISTANCE ASSEMBLY 'U'VALUE AREA 'U'X A FROM TABLE (S.F.) 0.15 GLAZING G.F.A. (15)= U X A 0.4 2660 1064 DOORS 0.2 360 72 CEILING 0.031 5,910 183 WALLS 0.057 12,371 705 3.5' BELOW GRADE WALL 0.041 0 0 (B.G.W.) PERIMETER INSULATION R10 0.54 570 308 SLAB ON GRADE @ B.G.W. F = 0.57 0 0 TARGET�U'X A 2332 PROPOSED COMPONENT VALUES: DOORS 0.2 360 72 CEILING 0.031 5,910 183 WALLS 0.057 12,933 737 3.5' BELOW GRADE WALL 0.1532 0 0 (B.G.W.) PERIMETER INSULATION 0.73 570 416 (NONE) SLAB ON GRADE @ B.G.W. F= 0.53 0 0 No Insulation WINDOW AREA 0.38 1,737 660 Milgard Vinyl CLR/AIR Low-E GLASS DOOR AREA 0.38 360 137 Dbl. Glazed w/1/4" airspace TOTAL'U'X A 2205 PROPOSED'U'X A LESS THAN TARGET'U'X A. THEREFORE PROPOSED DESIGN MEETS W.S.E.C. CRITERIA. COMPONENT PERFORMANCE WORKSHEET: PROJECT: Yelm Creek Apartments JOB#: 07-238 BUILDING E BLDG. FLOOR AREA: 25,833 S.F. DATE: July 1, 2010 CODE:2006 Edition WSEC TABLE 5-1 OCCUPANCY: R2 (gross wall area) 20,466 ZONE: 1 HEATING: ELECTRIC RESISTANCE ASSEMBLY �U'VALUE AREA 'U'X A FROM TABLE (S.F.) 0.15 GLAZING G.F.A. (15)= U X A 0.4 3875 1550 DOORS 02 480 96 CEILING 0.031 8,611 267 WALLS 0.057 16,111 918 3.5' BELOW GRADE WALL 0.041 0 0 (B.G.W.) PERIMETER INSULATION R10 0.54 758 409 SLAB ON GRADE @ B.G.W. F = 0.57 0 0 TARGET'U'X A 3241 PROPOSED COMPONENT VALUES: DOORS 0.2 480 96 CEILING 0.031 8,611 267 WALLS 0.057 16,989 968 3.5' BELOW GRADE WALL 0.1532 0 0 (B.G.W.) PERIMETER INSULATION 0.73 758 553 (NONE) SLAB ON GRADE @ B.G.W. F = 0.53 0 0 No Insulation WINDOW AREA 0.38 2,517 956 Milgard Vinyl CLR/AIR Low-E GLASS DOOR AREA 0.38 480 182 Dbl. Glazed w/1/4"airspace TOTAL'U'X A 3024 PROPOSED'U'X A LESS THAN TARGET�U'X A. THEREFORE PROPOSED DESIGN MEETS W.S.E.C. CRITERIA. COMPONENT PERFORMANCE WORKSHEET: PROJECT: Yelm Creek Apartments JOB#: 07-238 BUILDING G BLDG. FLOOR AREA: 7,542 S.F. DATE: July 1, 2010 CODE:2006 Edition WSEC TABLE 5-1 OCCUPANCY: R2 (gross wall area) 7,344 ZONE: 1 HEATING: ELECTRIC RESISTANCE ASSEMBLY 'U'VALUE AREA 'U'X A FROM TABLE (S.F.) 0.15 GLAZING G.F.A. (15) = U X A 0.4 1131 453 DOORS 0.2 120 24 CEILING 0.031 2,514 78 WALLS 0.057 6,093 347 3.5' BELOW GRADE WALL 0.041 0 0 (B.G.W.) PERIMETER INSULATION R10 0.54 272 147 SLAB ON GRADE @ B.G.W. F = 0.57 0 0 TARGET'U'X A 1049 PROPOSED COMPONENT VALUES: DOORS 0.2 120 24 CEILING 0.031 2,514 78 WALLS 0.057 6,465 369 3.5' BELOW GRADE WALL 0.1532 0 0 {B.G.W.) PERIMETER INSULATION 0.73 272 199 (NONE) SLAB ON GRADE @ B.G.W. F= 0.53 0 0 No Insulation WINDOW AREA 0.38 639 243 Milgard Vinyl CLR/AIR Low-E GLASS DOOR AREA 0.38 120 46 Dbl. Glazed w/1/4" airspace TOTAL 'U'X A 957 PROPOSED'U'X A LESS THAN TARGET'U'X A. THEREFORE PROPOSED DESIGN MEETS W.S.E.C. CRITERIA. COMPONENT PERFORMANCE WORKSHEET: PROJECT: Yelm Creek Apartments JOB#: 07-238 BUILDING H BLDG. FLOOR AREA: 18,282 S.F. DATE: July 1, 2010 CODE:2006 Edition WSEC TABLE 5-1 OCCUPANCY: R2 (gross wall area) 15,012 ZONE: 1 HEATING: ELECTRIC RESISTANCE ASSEMBLY 'U'VALUE AREA 'U'X A FROM TABLE (S.F.) 0.15 GLAZING G.F.A. (15)= U X A 0.4 2742 1097 DOORS 0.2 360 72 CEILING 0.031 6,094 189 WALLS 0.057 11,910 679 3.5' BELOW GRADE WALL 0.041 0 0 (B.G.W.) PERIMETER INSULATION R10 0.54 556 300 SLAB ON GRADE @ B.G.W. F= 0.57 0 0 TARG ET'U'X A 2337 PROPOSED COMPONENT VALUES: DOORS 0.2 360 72 CEILING 0.031 6,094 189 WALLS 0.057 12,414 708 3.5' BELOW GRADE WALL 0.1532 0 0 (B.G.W.) PERIMETER INSULATION 0.73 556 406 (NONE) SLAB ON GRADE @ B.G.W. F = 0.53 0 0 No Insulation WINDOW AREA 0.38 1,878 714 Milgard Vinyl CLR/AIR Low-E GLASS DOOR AREA 0.38 360 137 Dbl. Glazed w/1/4"airspace TOTAL 'U'X A 2225 PROPOSED 'U'X A LESS THAN TARGET'U'X A. THEREFORE PROPOSED DESIGN MEETS W.S.E.C. CRITERIA. 000 Anderson-Peyton Sheet 1 of O00 Structural Engineering Consultants Date: 1/27/2011 O00 A Division ofACP Consultanu,Inc. Deslgn By:YHW/MGH Vertical,lateral,and foundation structural calculations for all buildings pro,e�t&Lo�ac;on: Yelm Creek Development 10520 Creek Street S.E. Yelm,WA 98597 Client: Casey Group Architects 5521 ]00"'St.SW,SuiteA Lakewood,WA 98499 Structural Anderson-Peyton Engineer: Structural Engineering Consultants 31620 23rd Avenue South,Suite 321 Federal Way, WA 98003 Project Number: 07_238 p,.r`�i�� Z.J�,__._ ''�`q,•� �y r 4 �y�.� /`�'; v �`�X� 3 ,�.�� ,`;:�� Jurisdiction: Thurston County,WA ;,� � . s r� t Code: �09IBC � ,�, � �I /v��.ly, �4 -�� Loads: L Vertical Live Loads: �i�� '� � Roof 25 PSF � �,.��°"R_1 i F``'%°�,.�'�'�m� ��"��rQItiR3..�:'�`y �j�(� Floor 40 PSF ��,�,�,_�� (•Z Res Deck 40 PSF � Exit 100 PSF II.Lateral Loads: Wind Exposure B Wind Speed 85 MPH(3 second gust) Internal Pressure Coeff GCpi=+/-0.18(Enclosed) Importance Factor 1.00 Seismic Design Category D Site Class D Occupancy Category I or II Importance Factor 1.00 Structrural Response Ss= 1.139 g(short period) Acceleration S1 =0397 g(1 second period) ' C�� III. Soils data(Per GeoResources,LLC's Report Dated Aug 29,2007) Bearing Capacity= 2500 PSF �. / �� CC��%� 1 t ptZ . �"+ .. ..� ., . „ _ .E L.7 I.""""""_�""_' �� r� SHEET OF PROJECT NAME: YELM CREEK APTS VER 9.17.10 PROJECT NUMBER: 07238 01/27/ll ANDERSON-PEYTON DESIGN BY:BIRB STRUCTURAL ENG W EERING CONSULTANTS . 2009 IBC & 2008 NDS SDPWS SHEARWALL COMPONENT TABLE (ASD) SHEATHING COMPONENTS&NAILING DATA 1/2"A.B.TO 5/s•a6 TO o.148"DIA SIMPSON A35/ MIN ASD CONCRETE CONCRETE P-NAIL PL TO LTPS CLIP SPF/HF MARK .�� O/C SPACING SPACING SPACING PL SPACING SPACING CAPA I IN A PLF SHEATHING SIDES NAILS SIZE PANEL EDGE FIELD (�N) ��N� � � ��N� � W1 7/16"OSB OR 15/32"PWD,APA ONE 0.131"DIA 6 INCHES 12 INCHES 47"O.C. 60"O.C. 8"O/C MAX z7"�•C. Z4Z RATED SHEATHING,BLOCKED W2 7/16"OSB OR 15/32"PWD,APA ONE 0.131"DIA 4 INCHES 12 INCHES 32"O.C. 47"O.C. 5-1/2"O/C MAX 19"O.C. 350 RATED SHEATHING,BLOCKED 2 ROWS, 14"O.C. 456 W3 7/16"OSB OR 15/32"PWD,APA ONE 0.131"DIA 3 INCHES 12 INCHES 25"O.C. 36"O.C. S8 O C MAD RATED SHEATHING,BLOCKED 2 ROWS, 11"O.C. 595 W4 7/16"OSB OR 15/32"PWD,APA ONE 0.131"DIA 2 INCHES 12 INCHES 19"O.C. 28"O.C. 6�Z,C,'O/C MAX RATED SHEATHING,BLOCKED � TYPICAL NOTES: 1. ALL NAILING NOT SHOWN ABOVE SHALL BE PER IBC TABLE 2304.9.1. 2. SHEATHING MAY BE PLACED WITH THE LONGITUDINAL DIRECTION VERTICAL.STUDS AND PLATES SHALL BE CONSIDERED TO ACT AS BLOCKING. 3. WALI SHEATHING CALLED OUT SHALL EXTEND FOR ENTIRE WALL LENGTH AT THAT ELEVATION AND SHALL BE CONTINUOUS AROUND OPENINGS. 4. Sd NAILS ARE TO BE.131"DIAMETER AND 2-112"IN LENGTH. 10d PL TO PL NAILS ARE TO BE.148"DIAMETER AND A MINIMUM OF 3-114"IN LENGTH. NAILS SHALL BE INSTALLED SO AS TO NOT SPLIT THE TIMBER FRAMING 5. SIMPSON CLIPS/ANGLES SHALI BE INSTALLED WITH THE APPROPRIATE FASTENERS PER THE MANUFACTURER'S SPECIFICATIONS. 6. USE 3"X 3"X114"PLATE WASHERS AT ALL ANCHOR BOLTS.USE OF SLOTTED HOLE ALLOWED PER IBC/NDS PROVISIONS. 7. SPACING SHOWN ABOVE FOR ANCHOR BOLTS,NAILING AND CLIPS IS MAXIMUM AMOUNT ALLOWED.SEE SPECIAL NOTE"A"FOR MINIMUM NAIL SPACING 8. USE 3x_NOMINAL MEMBERS AT ALL PANEL JOINTS IN WALLS W/10d COMMON OR 0.148"DIA NAILS @ 2"O/C OR 3"OIC SPACING AND STAGGER NAILS TO AVOID SPLITTING OF WOOD.ALSO REQUIRED AT ALL PANEL JOINTS IN SHEARWALLS TYPE W3,W4,W5,W6&W7.SEE NOTE"E"BELOW FOR OPTION. 9. FRAMING(STUDS)AT SHEARWALLS SHALL BE SPACED NO FARTHER THAN 16"O.C. 10.WHERE 2 OR MORE ROWS REQUIRED,STAGGER NAILS SUCH THAT MINIMUM SPACING IS 4"OR GREATER(SEE SCHEMATIC AND NOTE"A"BELOW) 1/2" MIN BETWEEN ROWS MIN 4" O/C SPACING • o IN A SINGLE ROW 0 0 SPECIAL NOTES: A. MINIMUM NAIL SPACING IN A SINGLE ROW SHALL BE 4 INCHES ON CENTER.USE(2)ROWS IF SPACING LESS THAN THIS.USE 2ND RIM BOARD, JOIST OR BLOCKING WHERE THREE ROWS OF NAILING CALLED OUT. B. WHERE PANELS ARE APPPLIED TO BOTH FACES OF THE WALL,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. OPTIONAL TO NOT OFFSET PANEL JOINTS AND TO USE 3x_STUDS AND STAGGER NAILS ON EACH SIDE. C. EXTEND SHEATHING UP TO DOUBLE TOP PLATES AND INSTALL NAILS THROUGH SHEATHING INTO UPPER TOP PLATE PER TYPICAL DETAILS (REF 10&11/S500).NO PLATE TO PLATE NAILING REQUIRED IN DOUBLE TOP PLATES WITH THIS CONFIGURATION. D. OPTIONAL TO USE(2)2X's IN PLACE OF SINGLE 3x IN SHEARWALLS W3,W4&WS(SEE SPECIAL FOOT NOTE"F�BELOW). E.(2)ROWS OF 0.148"X 3"STITCH NAILING(2)2x_STUDS TOGETHER aQ 10"O/C FOR W3 SHW& 8"O/C FOR W4 SHW PER NDS SDPWS 2008 SECTION 4.3.7.4 AND APA TECH REPORT T2003-22.OPTION TO A SINGLE 3x AT PANEL EDGES. Design Contents Part I Vertical Design I.1 General Vertical Design Information •••••••••••••••••••••••••••••••• V0,2—V07 I.2 Unit B Vertical ................................................. V08 —V55 L3 Unit A Vertical ••••••••••••••••••••••••••••••••••••••••••••••••• V56—V60 I.4 Unit C Vertical ••••••••••••••••••••••••••••••••••••••••••••••••• V61 —V65 I.5 Unit D Vertical ••••••••••••••••••••••••••••�•••••••••��••••••�•• V66—V93 Part II Lateral Design ILl General Lateral Design Information •••••••••••••••••••••••••••••••• LO1 —L24 IL2 Unit A Lateral •••••••�•••••••••••••••••••••••••••••••••••••••�� L25 —L42 II.3 Unit B Lateral ••••••••••••••••••••••••••••••••••••••••�••�•••�• L43 —L55 II.4 Unit C Lateral ••••••••••••••••••••••••••••••••••••••••••••••••� L56—L71 II.S Unit D Lateral ••••••••••••••••••••••••••••••••••••••••••••••••• L72—L86 Part III Foundation Design III.I Regular Continuous Foundation •••••••••••••••••••••••••••••••• FOl —FOS III.2 Isolated Footing •••••••••••••••••••••••••••••••••••••••••••••••••• F06—F12 Part IV Garage Design IV.1 Garage Vertical, Lateral and Dumpster Design ••••••••••••• G1 —G17 � �� ° �� ` . :� ,-.:�� .e BY:-------------------- � � ,�. v� D u 3 Q , � z6�-►,� � ' � � I �m � -._—-:--�- — �-----—-— — � _,. c o ( _ .0 —_ - ��-----�._— �s �' 2 k ----,----- — � � o.c. � j wi �i wi , - �, � ' , . . .�.xle__ . ��2.1..2x1�.. _ �_.._ � __:_ _� ___ _._ !� ' ' =-- - _/ � -- ---- � - -E�'�=� - ---; � � I � _ _. � ; - _ � �_z �pK ; I �� i i r � � � � � ' ; I � \ ��_ �i : ; �' � 4 ' ' � � � `� i � ' 1'Z��j ` � � o \ o i , � i � � � � r �� ( H _._. ,/ � y „ a j : ' __,_ .�_____ ' .�__�__- ._�_ ——�___�_.. � , __ j(__;_._ _ ._._ _-- � ',1 i � i�_____ __-__ _. , s � — i � I 2 Ul ' CO , I ~ _...__. � i ' _..... _.. , �.-.::._.. i ! _.... 1`: ; i _..__ � , ; _.. __ �, �,� � .:. ....... ...._ �': W1 � Wl � Wl � a f _. . � ,. _ _ _ � -.... __ .__ � , , � �. � � t' ij 3' � ' :i_�-�- � +" 1 ! 50 ... 3 .__ �_ � : i >I ii ��K �---- ^ 'i „ �p v' '� r� v� _ j�— -- �r � ;� 0 !. ]'' - �........._..._ ..� �' f ;a �.. � . �0 7 s; f �;--__._. ^� ; • t`:-- LStA3 '� i �j , i y,. . Cs.T '� (2) 2X1 ' �. _.. _�..... . _ _ �� -- --- �I�— --�,---__- llll � � � � � C-°G�- �p�' REMARlCS C�''�' O I _^..(.�F'l.�.K UOit e B I'�� o� (OVER 3RD PLOOR WALLS) �� ...�.� Title Block Line 1 Title: Job# You can changes this area Dsgnr: v �3 using the"Settings"menu item Project Desc.: and then using the"Printing& Projeci Notes: Title Block"selection. Title Block Line 6 ___ _ _ _ a�mced:zs�u�zooe,ii:ainM :�Wood Beam D�sign �cKC..�.��.�.Ner.6.Q19 �.��• • • � • • Description: R02 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi . Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling - -- ---- , , , ! ��, � - , f� 4' � 2-2x10 I il I il I ! ��- - - --_.__ 5 0 R ----� -- -'i _l�jj�i8d(,p8dg __ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.3310, S=0.5510 k/ft, Tributary Width=1.0 f ��C,1)YA�I�y -- ---- �- � • Maximum Bending Stress Ratio = 0.719: 1 Maximum Shear Stress Ratio = 0.487 : 1 � ; Section used for this span 2-2x10 Section used for this span 2-2x10 'i fb :Actual = 773.08 psi fv :Actual = 83.99 psi � FB :Altowable = 1,075.25psi Fv:Allowable = 172.50 psi ' I Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.483ft Location of maximum on span = 4.262ft ' !, Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 'Maximum Deflection �! Max Downward Live Load Deflection= 0.000 in Max Upward Live Load Deflection = 0.000 in � Live Load Deflection Ratio = 0 <360 �I I Max Downward Total Deflection = 0.049 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1231 �- -- -- --- -- ------- ---- --------____ _----_ -----I Maximum Forces 8�Stresses for Load Combinatlons Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=5.0 ft 1 0.827 0.560 2.76 773.08 935.00 1.55 83.99 150.00 +p Length=5.0 ft 1 0.310 0.210 1.03 290.13 935.00 0.58 31.52 150.00 +p+L+H Length=5.0 ft 1 0.270 0.183 1.03 290.13 1,075.25 0.58 31.52 172.50 +D+Lr+H Length=5.0 ft 1 0.270 0.183 1.03 290.13 1,075.25 0.58 31.52 172.50 +p+$+H Length=5.0 ft 1 0.719 0.487 2.76 773.08 1,075.25 1.55 83.99 172.50 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S+E11.4 1 0.0487 2.517 0.0000 0.000 Title Block Line 1 Title: Job# V I� You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 Printed:29 JUL 2008,11:46AM �Wood B�am Design e�c.wc.,a�ooe,v�aa,o �.��- • . . • Description: Ro4 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 850 psi Ebend-xx 1300 ksi Fc-Prll 1300 psi Eminbend-xx 470ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade No.2 Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _ - - ____ _ -,� z -- .�, ��r �� .;°� �-�'�, �� 4x10 I 8.0 tt Applied l.p8idg Service loads entered.Load Factors will be appiied for calculations. Load for Span Number 1 Uniform Load: D=0.1350, S=0.2250 k/ft, Tributary Width=1.0 f n�c�„rr.NycL�IIA.�dRY .- . • Maximum Bending Stress Ratio = 0.590 1 Maximum Shear Stress Ratio = 0.314 : 1 1 I� Section used for this span 4x10 Section used for this span 4x10 � i fb :Actual = 692.39psi fv :Actual = 54.18 psi ; I FB :Allowable = 1,173.00psi Fv : Ailowable = 172.50 psi j �I Load Combination +D+S+H Load Combination +D+S+H � Location of maximum on span = 4.027ft Location of maximum on span = O.00Oft � , Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I ��Maximum Deflection �I �� Max Downward Live Load Deflection= 0.000 in I � Max Upward Live Load Deflection = 0.000 in � Live Load Deflection Ratio = 0 <360 ', � i Max Downward Total Deflection = 0.112 in � I, Max Upward Total Deflection = 0.000 in ''� Total Deflection Ratio - . 859 - ---- --- --- --- --- ------ - --- - ----- ____- I Maximuro Forces�Stresses for Load Combina�tions Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactuaf fv-design Fv-allow Overall MAXimum Envelope Length=8.0 ft 1 0.679 0.361 2.88 692.39 1,020.00 1.17 54.18 150.00 +D Length=8.0 ft 1 0.255 0.135 1.08 259.65 1,020.00 0.44 20.32 150.00 +p+L+H Length=8.0 fl 1 0.221 0.118 1.08 259.65 1,173.00 0.44 20.32 172.50 +D+Lr+H Length=8.0 ft 1 0.221 0.118 1.08 259.65 1,173.00 0.44 20.32 172.50 +p+S+H Length=S.0 ft 1 0.590 0.314 2.88 692.39 1,173.00 1.17 54.18 172.50 Overall Maximum Deflactions-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S+E11.4 1 0.1118 4.027 0.0000 0.000 Title Block Line 1 Title: Job# v �� You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 __ _ __ P��tea:zs�u�zoos,ii:asAM i Wood Beam Des�gn e�c,e�c.,�aooe,v«:aa,o� �.��. - • � . . Description: R04 Maximum Deflections for Load Combfnations -Ur�factored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0419 4.027 0.0000 0.000 S Only 1 0.0698 4.027 0.0000 0.000 D+L+S 1 0.1118 4.027 0.0000 0.000 p+�+S+W/2 1 0.1118 4.027 0.0000 0.000 D+L+W+S/2 1 0.0768 4.027 0.0000 0.000 D+L+S+E11.4 1 0.1118 4.027 0.0000 0.000 Maximum Verticai Reactions•VI1f8L'�OfAd Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.440 1.440 D Only 0.540 0.540 S Only 0.900 0.900 D+L+S 1.440 1.440 p+L+S+Wl2 1.440 1.440 p+�+W+S/2 0.990 0.990 D+L+S+El1.4 1.440 1.440 � � v � � ' q � � 26'-I" 3EAM 3" IN SE� PARtIAL 10 5ET BEAM 3" IN F 3 0 6 I f a�E OF WALL i P�� A�� 5500 FROM �ACE OF WALL � =L ''iIDING FOR SNEARWALL � FOR FLUSH SIPINCs AT PARTI'WALL 2x10 e �'.7. bxb POSt CONDIT ION � 16" O.G. P.t.bxl2 'r'•t.6x 6 P O S t P.T.6x12 - -------, =-- -- -- - \ ...... ................._:.._....., i. ._��....�� G� ` 6 ;n x --�_� � _ --r-------- — — -- " l � }'.9 �.fl � I � � v W2 i� � �� ii - ;�' i� ' _r2nxim ; � �- __ _ __ _._.. .... . ; , __ _, C __.�___�. ---; - - _ _ -- �znXim+� � ___ `" nXiO� rznxim+� i �ry� �X �ry� - �--- -- — ' --- —t- U-- —.._ 0 ,. �...... 3 c , � �-�-30 0 _� 30 e � F � X � � e � I F �. � - � � � _ � �FI�_ ; '' � �" ,._-_.4xlm FFu _..... C� 3 , I r n - _.�_�, n ..._�--_.._, �; �� a-� �,' , : ( + �+ F�� x! ,, �; ,, � � o I i �3 0� o I a � �� Go�i� - � ��. _ f e X _ __. : -� X - -- �_. , A C N � V'TX�� FI-. � �� N � � � ; ._._.......... �� I _ .._.� � j �__ � ....� F. ..--�-� n i � _.. _..._--�- � ! _.__. . ._.. .. ..�.::..�t ._ ', +� , +� . .__ ...... .._.......____� ----- ry,� � � , • ' PLLIMBING �-, - - -—- I: —- � _ + PLUMBING = FIXTURES __ . ; J FIXTURES �_� O � `; N � ABOYE � � ; ABOYE -�.-�w.._-- � �_-- :� . --...._ I � � _ _.. � W1 _. % i X � 1m ` im � a'� 12nx10 _ -- 550� i� �3 tznx�m «nxim�� (2nx1m S5mm ____. .____�, r.'�,r. _. _. � _._.. --a �_ ` � _ , -�- �,� '� �l �'3 G ---s _ ; Co� � a2 � p� `� `~ � i � o wi e � w� � _�, � E � � ' e _� e o �f r - 6 X _. _ N ; 6 ___., � �` 0 � �i S50m 5500 -- � z - � �0 I __ t `'' ��, ; �o .�,'� --�: (,�.�+ i � l�y `h 3�x6--�; 4 6 __ F � __ . I. _ _� -- - -- ---- � _ x � _ _ ._. xm , ' - --�--- '�__ �_= __�_- -- ---- __ 2 � � Go6 � 95m0 I I S50(d � 3 O� �00 I u�1_� 3'�D �`'� (OVER 1St FLOOR L5) �� - - �.' ' _... 1 '}1!]O ' '�� D � n 1J Z O � � � � 26'-1" 'SEE PARtIAL 10 SET BEAM 3" IN F lD�j S�� PARtIAL � °=PLAN ABOI/E 5�00 �ROM FAGE OF WALL � PLAN ABOIIE S� �FOR SHEARIUALL i FOR FLUSN SIDINCx �OR vNEARWALL ' 2x10 � AT PARtYWALL I ,AGONDITION �� I6" O.G. P.t.bxl2 �.t,bxb POSt GONpItION � ----� �F ------- --- _... -- --- --- ; _��. .. , j � ..' - �_ C� q --r— -- • --i--��--- -� -- X � � I _ � W2 i F-� � � � � , _(2nxifd (2r1x10_ _. , _ .,� � C,2� ' _. _.._.....� , ._.._..__Y ..�4. ' j� � ;V�."� �'�fi"�� x�m� �snXiry},� � Z a � _ � ` � � -- � -- -� -- -� - - .�--- -- � o t -- . � o � o ,......___ X � � � I � �9 , _ tv - - ; F�-° � Fti�S c,z I ;; � 4x1m F�1� ; � Lp� �; A+� �' 1 � ��\ z o ` g i p � � ! ° G�� I 0 � ; ,, __ ' 4xl F�. �� j� � � .. 4x1m , :____ _�.�...._.JI _� � _.�....... �— ' – __..._..,.1 . F ---- n �_ n �--- �_"_l 3____ _ � _� + + +�0 I`' +�0 fJ 3 �1,b p, `tijti. ; � 'I _ _. —- �' - - - —-, --I--- -—- -—- • , ' PLUMBII�Ks � , ( _:::.:t� i,._.-_-:_.i ic .fl ; FIXTURES I ��:..:::� _... ; p :.; n ABOVE _-_�� _..----': O --- f�-- -1 _ _. _ 0 = W3 , 0 .fl !: i..� ,� I _- _1: X � I ..�... ... � �. � � � N � � '��_ r2nxim «nxim�:` �sn_�m __ ssrdm � � � __. �, ..._....,._.. �.�:� ��r�� __.._.. ,_........._.. - �� .__ � ; __._ __ j : � ,�;-- ,; � .� , - -, ; C�S � `ti�' Gl6 _ � _ . 3 __ _� �, � I " . �, O . �) ._ �. , �.___ . �: I _ . . y � �. • I: - . �..._ I: � ...... .. _,. 0 - ' . , �--_ _ - � o �: n � ��o ; 6 I _ _ � 0 ' � . a - � ; X . �� ... X .9 5500 N (':– � �� ' _ .... i: �i0� I � I ----- 1; �'�____ �_.� -q +6 �;. �� .~ _._._ 3�k6 ! _._ -� ' —�--�a - —-— ---r –- - -— 3 ! X � � , � _ __.._ � � . —-I�- l�l �_ ......... �'— - - —---- -- -- , � 2 , ( S5m0 C l 20 � S5m0 I I 5502 U�l1' B �.�'�' ��Z � 13 M SAMT,- U�1 �OB IOII�R 1ST FLOO WALLS) �S 3 � ,�� (OVER 1ST FLOOi Floor Framing Plans �... ., ... , ...,, .� ��, 000 Anderson - Peyton vZ� JOB # SI�ET OF ❑O❑ Structural Engineering Consultants ❑O❑ ADivisionofACPConsultants,Inc. DESIGNED DATE PROIECT CHECKED DATE � �b �l.o u►2 �1y-h.T( U�� T.. S f(7�f J � 3 a 1 , .� = S � , �N ; (r � � � P�F '� � 4"�i " �. �� l r��' 0 F 30�, L � � ' , W = C 4.� � r� x ati..'/�^ � �g o) p �, F3° 3 L � 6, S / , W = ( 4,� �� x 2 �•S/Z = � 5s � � �"�F- F3o4 , 1- - s- � , `'v = C 4� � I'y� n � �' �z = (, �4,� � P�7�' F3bS' , �..:. 3 � �N = � Z ° l�r�� a j � � lno � r _ f" . tt o l L Z e o �' 30 � , 1� = G �, w = C ��' ) �?.�� X G �/z = � ��Zo �� 3 0�- � �'".. �' �� w � C ��i 4 � p v-� -f- �,4. o J�sF�.S��L=�3 I � rVI' F 30 � , L, g ' , �nS = ( � � ) psF �c ( ��L � � 3�° � � � 2 �J D �',L p O� 1��n-'rl C/J l. �ro 1� (.�I� �u�- -ra s�N►v F�►�► �a � P � v/ 3�� r�. e� F R.��N� S o J ST� 5�►+�" � h TrA t�n S i� a S �/�. . 31620 23rd Avenoe South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seatde / Eastside (206) 292-0940 Title Block Line 1 Title: Job# � )Z � You can changes this area Dsgnr: 1� using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008, 1.17PM �WOOd B@8�1'1 �BSIQ/1 -- --- --- -- ---a�c,�.c.a�c.»ea-�ooe,v�s.a�e� �.��. • - • . • . Description: F301 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 850 psi Ebend-xx 1300 ksi Fc-Prll 1300 psi Eminbend-xx 470ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling � �`� ,�_,i ,�s- �, ��-, - -- -, fi,. : ¢ R �+� k "+�,� .:Kt� ,fi, v5'.�{i'� f3 �� 2-2x10 i I I JI � _. 5.0 ft _-__-_-__ _ -._-_ -- Appli6[��pBdS Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.140, L=0.280 k/ft, Tributary Width=1.0 f �- . • -- - � ,Maximum Bending Stress Ratio = 0.394; 1 Maximum Shear Stress Ratio = 0.267 : 1 , i Section used for this span 2-2x10 Section used for this span 2-2x10 I I fb :Actual = 368.14 psi fv :Actual = 40.00 psi I I FB :Allowable = 935.00psi Fv :Allowable = 150.00 psi II Load Combination +D+L+H Load Combination +D+L+H � ! Location of maximum on span = 2.517ft Location of maximum on span = 4.262ft �I ', Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 '� ',Maximum Deflection '� I Max Downward Live Load Deflection= 0.015 in , I Max Upward Live Load Deflection = 0.000 in ', ', Live Load Deflection Ratio = 3877 ', ' Max Downward Total Deflection = 0.023 in ', II Max Upward Total Deflection = 0.000 in ' Total Deflection Ratio = 2585 I � - --__ - ------__ _ ---._. .-- ------ ______ -_ ---_ . ---- ---- _ - - ---- ! Maximum For�s 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=5.0 ft 1 0.394 0.267 1.31 368.14 935.00 0.74 40.00 150.00 +p Length=5.0 ft 1 0.131 0.089 0.44 122.71 935.00 0.25 13.33 150.00 +D+L+H Length=5.0 ft 1 0.394 0.267 1.31 368.14 935.00 0.74 40.00 150.00 +D+Lr+H Length=5.0 ft 1 0.131 0.089 0.44 122.71 935.00 0.25 13.33 150.00 +D+0.750Lr+0.750L+H Length=5.0 ft 1 0.328 0.222 1.09 306.78 935.00 0.62 33.33 150.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"DeFl Location in Span D+Lr+L 1 0.0232 2.517 0.0000 0.000 Title Block Line 1 Title: Job# � You can changes this area Dsgnr: 2,3 using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008, 1:17pM _ —----- —---- �Wood Beam D�ig� � � �,�.,�,,�B.Q,� �.��. - . . . . Description: F301 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downwacd Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0077 2.517 0.0000 0.000 L Only 1 0.0155 2.517 0.0000 0.000 Lr+L Only 1 0.0155 2.517 0.0000 0.000 D+Lr+L 1 0.0232 2.517 0.0000 0.000 Maximum Vertical Reactions-V�fBC'�OrBd Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.050 1.050 — D Only 0.350 0.350 L Only 0.700 0.700 Lr+L Only 0.700 0.700 D+Lr+L 1.050 1.050 Title Block Line 1 Title: Job# You can changes this area Dsgnr: v�[� using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"setection. Project Notes: Title Block Line 6 Printed:29 JUL 2008, 1:18PM ��fl�00l� BA8t1'1��S19�1 - --- �tc�.awc.�aa�aooe,v.r.aaye � �.�� • - • � • • Description: F302 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.Opsi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling , �.: ,. ,., . __ _ _-- �i � � t I � I � �� i �' ,�„� � � z-zX�o ' i li I i son I __Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.240, L=0.480 k/ft, Tributarv Width=1.0 f rDESiGN Sjj��Y �- • • Maximum Bending Stress Ratio = 0.972 1 Maximum Shear Stress Ratio = 0.580 : 1 � Section used for this span 2-2x10 Section used for this span 2-2x10 I � fb :Actual = 908.77 psi fv :Actual = 86.98 psi � � FB :Allowable = 935.00psi Fv:Allowable = 150.00 psi � I Load Combination +D+L+H Load Combination +D+L+H I i Location of maximum on span = 3.020ft Location of maximum on span = 5.235ft ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 �',Maximum Deflection I'� Max Downward Live Load Deflection= 0.055 in �� Max Upward Live Load Deflection = 0.000 in ��, Live Load Deflection Ratio = 1309 ' Max Downward Total Deflection = 0.083 in � ', Max Upward Total Deflection = 0.000 in '� �� Total Deflection Ratio = 872 L----- --- ----_---- _ __-- -- ---------- _ _ ---- ------ -_--�. Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=6.0 ft 1 0.972 0.580 3.24 908.77 935.00 1.61 86.98 150.00 +p Length=6.0 ft 1 0.324 0.193 1.08 302.92 935.00 0.54 28.99 150.00 +p+�+H Length=6.0 ft 1 0.972 � 0.580 3.24 908.77 935.00 1.61 86.98 150.00 +D+Lr+H Length=6.0 ft 1 0.324 0.193 1.08 302.92 935.00 0.54 28.99 150.00 +D+0.750Lr+0.750L+H Length=6.0 ft 1 0.810 0.483 2.70 757.31 935.00 1.34 72.48 150.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0825 3.020 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: vZ,� using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008, i 1gpM '�11�O�d B881T1 �@81g11 ------ -- e�cuc,MC.��2aoe.va:e.a�o �.��, � - • . • . Description: F3o2 Maximum Defiections for Load Combinations -Ur�factored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0275 3.020 0.0000 0.000 L Only 1 0.0550 3.020 0.0000 0.000 Lr+L Only 1 0.0550 3.020 0.0000 0.000 D+Lr+L 1 0.0825 3.020 0.0000 0.000 Maximum Verticai Reactions•U11f8Ct0� Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 2.160 2.160 D Only 0.720 0.720 L Only 1.440 1.440 , Lr+i.Only 1.440 1.440 D+Lr+L 2.160 2.160 Title Block Line 1 Title: Job# You can changes this area Dsgnr: `rZ 6 using the"Settings"menu item Project Desc.: V and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed 30 JUL 2006,9:33AM �Wood Besm t�si n �D:1200T0/.238Ye1nCieMcclWr6ralt(OG-SBBj��AV�d1UAlB13rdfoorbe�x.t4 � B7BtCALG MC.1YA32D08,Yer.RQ19 �.�� • - • � • � Description: F303 Material Properties Calculations per IBC 2006,cBC zoo�,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 850 psi Ebend-xx 1300ksi Fc-Prll 1300 psi Eminbend-xx 470ksi Wood Species Hem Fir Fc-Perp 405 psi Wood Grade ;No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling �-- � > I , � �� s ��: � 3-2x10 I i � i, � _ ___ ___ 6.50 fl � _JJ�PIjBd�08d8 _ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.2750, L=0.550 k/ft, Tributary Width=1.0 f �- . • ��,M Se u n B ed fog his spanatio = 3 2x10 1 MaximuSecthon used forRhis span 3 2x10 . 1 I! ' fb :Actual = 814.72 psi fv:Actual = 74.57 psi FB :Allowable = 935.00psi Fv:Allowable = 150.00 psi ! Load Combination +D+L+H Load Combination +p+�+H ' I� Location of maximum on span = 3.228ft Location of maximum on span = 5.758ft , I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 'Maximum Deflection � ; Max Downward Live Load Deflection= 0.058 in I Max Upward Live Load Deflection = 0.000 in I ; Live Load Deflection Ratio = 1347 i ! Max Downward Total Deflection = 0.087 in ��i � Max Upward Total Deflection = 0.000 in � Total Deflection Ratio = 898 �i L._--- --- __ - ___- - -- -- --_------_---� Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=6.50 ft 1 0.871 0.497 4.36 814.72 935.00 2.07 74.57 150.00 +p Length=6.50 ft 1 0.290 0.166 1.45 271.57 935.00 0.69 24.86 150.00 +D+L+H Length=6.50 ft 1 0.871 0.497 4.36 814.72 935.00 2.07 74.57 150.00 +D+Lr+H Length=6.50 ft 1 0.290 0.166 1.45 271.57 935.00 0.69 24.86 150.00 +D+0.750Lr+0.750L+H Length=6.50 ft 1 0.726 0.414 3.63 678.93 935.00 1.72 62.14 150.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0868 3272 0.0000 0.000 Title Block Line 1 Title: Job# � > � You can changes this area Dsgnr: �. using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Project Notes: Title Block_Line 6 _. _______ __ P��mea:ao�u�zoos,s:ssAM i°Wood BBSm Desi n '�o:�o'�QJ^��'"w"��'c�-sES��aa�n+�r�ne�a�ewaee.+u.� g a+s�c�u.aa�c,,�.sooe,v.�aa�o �.��• • . . . . Description: F303 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0289 3.272 0.0000 0.000 L Only 1 0.0579 3.272 0.0000 0.000 Lr+L Only 1 0.0579 3.272 0.0000 0.000 D+Lr+L 1 0.0868 3.272 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 2.681 2.681 D Only 0.894 0.894 L Only 1.788 1.788 Lr+L Only 1.788 1.788 D+Lr+L 2.681 2.681 Title Block Line 1 Title: Job# You can changes this area Dsgnr: ` /Z� using the"Settings"menu item Project Desc.: U and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed 29 JUL 2008, 1:56PM �WtNDd B�am �Sign, a�cKC,wc.aaes�xooe,vs:�a,s �.ii- - • � • � Description: F303 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 2400 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 1850 psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 930ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 3221 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckiing � ----- i �� 3.125x9 I -- ��TI 0►.7✓-� � , �, ; �_.-__ _- _._. _ 6.50 fl � __ - --.____ __-� {�P��,p8dg Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.2750, L=0.550 k/ft, Tributary Width=1.0 f �- . � Maximum Bending Stress Ratio = 0.51G 1 Maximum Shear Stress Ratio = 0.416 : 1 1 Section used for this span 3.125x9 Section used for this span 3.125x9 I � fb:Actual = 1,239.28 psi fv :Actual = 110.37 psi ii FB :Allowable = 2,400.00psi Fv:Allowable = 265.00 psi ; Load Combination +D+L+H Load Combination +p+L+H i Location of maximum on span = 3.228ft Location of maximum on span = 5.758fl I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' �Maximum Deflection I Max Downward Live Load Deflection= 0.065 in I Max Upward Live Load Deflection = 0.000 in i � Live Load Deflection Ratio = 1193 '� Max Downward Total Deflection = 0.098 in I, I Max Upward Total Deflection = 0.000 in �i �� Total Deflection Ratio = 795 � Maximum Forc�8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=6.50 ft 1 0.516 0.416 4.36 1,239.28 2,400.00 2.07 110.37 265.00 � Length=6.50 ft 1 0.172 0.139 1.45 413.09 2,400.00 0.69 36.79 265.00 +D+L+H Length=6.50 ft 1 0.516 0.416 4.36 1,239.28 2,400.00 2.07 110.37 265.00 +D+Lr+H Length=6.50 ft 1 0.172 0.139 1.45 413.09 2,400.00 0.69 36.79 265.00 +Dt9.750Lr+0.750L+H Length=6.50 ft 1 0.430 0.347 3.63 1,032.73 2,400.00 1.72 91.97 265.00 Overall Maximum Defiections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0980 3.272 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: � /Z Q using the"Settings"menu item Project Desc.: V ( antl then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008, 1 56PM `j Wood Beam Desi9n e�cN.c,wc.,�sxooe.va:�a,� �.��. � - . � . . Description: F303 Maximum Deflections for Load Combinations -Unfa�tored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0327 3.272 0.0000 0.000 L Only 1 0.0653 3.272 0.0000 0.000 Lr+L Only 1 0.0653 3.272 0.0000 0.000 D+Lr+L 1 0.0980 3.272 0.0000 0.000 Maximum Yertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 2.681 2.681 D Only 0.894 0.894 L Only 1.788 1.788 Lr+L Only 1.788 1.788 D+Lr+L 2.681 2.681 Title Block Line 1 Title: Job# You can changes this area Dsgnr: � / 1 O using the"Settings"menu item Project Desc.: 1/ � and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 200$1:21PM �Wood Beam Design ----- ��,�.,��Yer.6.Q19 �.��. • . . � . . Description: F304 Material Properties Calculations per IBC 2006,cBC 200�,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wootl Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling � __- - --------- - _. ----- , � � �- I ,��r �� ,�� r: II � ,�r,,�°r., r�`''''s�� A; '�,� �+�' ��,s� „x'�� r""z.r a � I �" th, i 2-2x10 i i i i i � '__-__- ---.-_ . . _._.___5_Oft_ . _A�I�Ad�08dS _ _ Service loads entered. Load Factors wiil be applied for calculations. Load for Span Number 1 Uniform Load: D=0.170, L=0.340 klft, Tributary Width=1.0 f rDES►GN SU1NA/�Y --- ------ _ -___ ---- ------ �- . � !Maximum Bending Stress Ratio = 0.478 1 Maximum Shear Stress Ratio = 0.324 : 1 l; Section used for this span 2-2x10 Section used for this span 2-2x10 � fb:Actual = 447.02psi fv:Actual = 48.57 psi � I, FB :Allowable = 935.00psi Fv :Allowable = 150.00 psi ' Load Combination +D+L+H Load Combination +D+L+H � Location of maximum on span = 2.517ft Location of maximum on span = 4.262ft ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 � Maximum Deflection �i Max Downward Live Load Deflection= 0.019 in I ', Max Upward Live Load Deflection = 0.000 in , , Live Load Deflection Ratio = 3193 i I� Max Downward Total Deflection = 0.028 in � � Max Upward Total Deflection = 0.000 in j Total Deflection Ratio = 2128 Maximum Forces&Stresses for Load Combina�ons Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M � Mactual fb-design Fb-ailow Vactual iv-design Fv-allow Overall MAXimum Envelope Length=5.0 ft 1 0.478 0.324 1.59 447.02 935.00 0.90 48.57 150.00 +p Length=5.0 ft 1 0.159 0.108 0.53 149.01 935.00 0.30 16.19 150.00 +D+L+H Length=5.0 ft 1 0.478 0.324 1.59 447.02 935.00 0.90 48.57 150.00 +D+Lr+H Length=5.0 ft 1 0.159 0.108 0.53 149.01 935.00 0.30 16.19 150.00 +D+0.750Lr+0.750L+H Length=5.0 ft 1 0.398 0.270 1.33 372.52 935.00 0.75 40.47 150.00 Overall Maximum Defiections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0282 2.517 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: �3� and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008, 1:21pM ---_ _. ___.---- Wo�d Beam D�sign --- — -- e�c�aa+c.,�-2ooe.ver.s.a,o �.��• • - • � • • Description: F304 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0094 2.517 0.0000 0.000 L Only 1 0.0188 2.517 0.0000 0.000 Lr+L Only 1 0.0188 2.517 0.0000 0.000 D+Lr+L 1 0.0282 2.517 0.0000 0.000 Maximum Vertical Reactions-UOfBCtOfBd Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.275 1.275 D Only 0.425 0.425 • L Only 0.850 0.850 Lr+L Only 0.850 0.850 D+Lr+L 1.275 1.275 Title Block Line 1 Title: Job# You can changes this area Dsgnr: ` ,� Z using the"Settings"menu item Project Desc.: V and then using the"Printing& Title Biock"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008, 122pM i Wood Seam Design - -- --- -- a�c,v.c.�c.,ae�aooe,v�e.u,o� �.��• - • . . . Description: F305 Material Properties caicuiations Per isc 2oos,cBC 200�,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling I- - _ -- -------- ----- -__ �r��, a;� � j I II a� �� 4�IJ � ��I� � � f; j i C w �?' i � � c. >� ,�; I I I '�, 2-2x10 I I li II I ii �------ .__-----------�----. . __._.--�x------ --- -- --------- --__ll _ /1�p�19d�08dS ____ __ __ Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.10, L=0.20 klft, TributarV Width=1.0 f r.QESIG�ISl+UL�ARY ------- --- --- --___ �- . • �Maximum Bending Stress Ratio = 0.101: 1 Maximum Shear Stress Ratio = 0.079 : 1 � li Section used for this span 2-2x10 Section used for this span 2-2x10 � �, fb :Actual = 94.66psi fv:Actual = 11.92 psi ', FB : Allowable = 935.00psi Fv :Allowable = 150.00 psi ! Load Combination +D+L+H Load Combination +D+L+H ', Location of maximum on span = 1.490ft Location of maximum on span = 2.235ft 'I I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I�,Maximum Deflection II I Max Downward Live Load Deflection= 0.001 in II Max Upward Live Load Deflection = 0.000 in II Live Load Deflection Ratio = 25133 II ' Max Downward Total Deflection = 0.002 in I Max Upward Total Deflection = 0.000 in I _ Total Deflection Ratio = 16755 ! L--- - -- Maximum Forces 8�Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=3.0 ft 1 0.101 0.079 0.34 94.66 935.00 0.22 11.92 150.00 +p Length=3.0 ft 1 0.034 0.026 0.11 31.55 935.00 0.07 3.97 150.00 +D+L+H Length=3.0 ft 1 0.101 0.079 0.34 94.66 935.00 0.22 11.92 150.00 +D+Lr+H Length=3.0 ft 1 0.034 0.026 0.11 31.55 935.00 0.07 3.97 150.00 +D+0.750Lr+0.750L+H Length=3.0 ft 1 0.084 0.066 0.28 78.89 935.00 0.18 9.93 150.00 Overali Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0021 1.510 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: ` ` using the"Settings"menu item Project Desc.: �/ 3� and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed 29 JUL 2008.122pM ---- -_.------------- ----- �-------- �Wood Besm Design - — ��c.mc.��2ooe.v�e.a�e � �.��. . . . . . Description: F305 Maximum Deflections for Load Combinationa •Ur�factored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0007 1.510 0.0000 0.000 L Only 1 0.0014 1.510 0.0000 0.000 Lr+L Only 1 0.0014 1.510 0.0000 0.000 D+Lr+L 1 0.0021 1.510 0.0000 0.000 Maximum Vertical Reactions-UtIf8Ct0�Ad Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 0.450 0.450 D Only 0.150 0.150 L Only 0.300 0.300 Lr+L Only 0.300 0.300 D+Lr+L 0.450 0.450 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: \ f� w and then using the"Printing& V X�� Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2006,1:25PM - - --------------- -------- ;>Wood Beam Deaign - --�G,�,�.Ver.6.41Y � �.��. • . . � . . Description: F306 Material Properties Calculations per IBC 2006,cBC 200�,2oos N�s Analysis Method: Allowable Stress Design Fb-Compr 900.0 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 900.0 psi Ebend-xx 1,600.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D 0.144 L O.t2 ,I, � -�t. 'iy.#S� $`�i?'�•' ' '1t �' � I ��P., �' ,.� tV��S ; '�y f"�.��k �,' � I, <.�.,.."-�, r �b .r k. >. ,n.,.�.�r s� u..d, II �. I � 6x70 i , �i I I i � i I 90fl I�- _ ________ _. ___..___ ..._...___. .___ ___ .____ .__..______- __.___ -___.__-______.I _ /I�p�iB{J�08�8 ________ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.1440, L=0.120 k/ft, Tributary Width=1.0 f �• . � - - ------ - --- --- _ Maximum Bending Stress Ratio = 0.431: 1 Maximum Shear Stress Ratio = 0.156 : 1 I Section used for this span 6x10 Section used for this span 6x10 I fb :Actual = 387.71 psi fv :Actual = 28.15 psi � � FB :Allowable = 900.00psi Fv:Allowable = 180.00 psi � Load Combination +D+L+H Load Combination +p+�+H I I Location of maximum on span = 4.470ft Location of maximum on span = 8.215ft I ! Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 � !Maximum Deflection i Max Downward Live Load Deflection= 0.028 in Max Upward Live Load Deflection = 0.000 in ' Live Load Deflection Ratio = 3792 i ' Max Downward Total Deflection = 0.063 in I' I Max Upward Total Deflection = 0.000 in � I Total Deflection Ratio = 1723 � - ---- -- - - ------- -------- --- Maximum Forces�Streases for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=9.0 ft 1 0.431 0.156 2.67 387.71 900.00 0.98 28.15 180.00 +p Length=9.0 ft 1 0.235 0.085 1.46 211.48 900.00 0.53 15.36 180.00 +D+L+H Length=9.0 ft 1 0.431 0.156 2.67 387.71 900.00 0.98 28.15 180.00 +D+Lr++i Length=9.0 ft 1 0.235 0.085 1.46 211.48 900.00 0.53 15.36 180.00 +D+0.750Lr+0.750L+H Length=9.0 ft 1 0.382 0.139 2.37 343.65 900.00 0.87 24.95 180.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+°Defl Location in Span D+Lr+L 1 0.0627 4.530 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: �3 S and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008,1.25PM `i Wood Beam Design--------------- – --- — e�x�c.�c.,ae�oe.v��.a,a �.��• • - . � . . Description: F306 Maximum Detlections for Lo�Combinations -UMactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0342 4.530 0.0000 0.000 L Only 1 0.0285 4.530 0.0000 0.000 Lr+L Only 1 0.0285 4.530 0.0000 0.000 D+Lr+L 1 0.0627 4.530 0.0000 0.000 Maximum Vertical Reactions-Ut1f8Ct0TAd Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.188 1.188 D Only 0.648 0.648 • L Only 0.540 0.540 • Lr+L Only 0.540 0.540 D+Lr+L 1.188 1.188 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: + '� / and then using the"Printing& V �� Title Block"selection. Project Notes: Title Block Line 6 PriMed:29 JUL 2008, 1:27pM �Wood Beam Design -- -------- ---- -e+�cuc,wc.,�.�aoe,v�e.a,o �.��. • - . . . . Description: F307 Material Properties caicuiac�ons Per iBC 2oos,cBC 200�,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 850 psi Ebend-xx 1300 ksi Fc-Prll 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wootl Grade :No2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling �I� '�.�7 . �} #'Y� k�� ; � �w€� tro&a�'/„�°�k �.�'� �� I fj'� y''�<r w� e ;� . s �` � 3 �' w � '� ��, � �� 4 *� �" Rir . . � �. �, �� G��.r;l .,'k'tx,...�:�� .: �..�^�'.�...� ..��i .�:,>.� F�.,,`"� .�':`°;; '" �. �'� �..ia.....�:��` II I II2-2x10 ' II I i I I 6.0 ft I __�1�8d L08d8 __________ Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.2390, L=0.310 k/ft, Tributary Width=1.0 f �DES►t'+At.SlIMMARY --____----__._--- -------- •- • • ;Maximum Bending Stress Ratio = 0.741: 1 Maximum Shear Stress Ratio = 0.442 : 1 i , Section used for this span 2-2x10 Section used for this span 2-2x10 '�, fb :Actual = 692.94psi fv :Actual = 66.32 psi ', FB :Allowable = 935.00psi Fv:Allowable = 150.00 psi ; Load Combination +D+L+H Load Combination +D+L+H � Location of maximum on span = 2.980ft Location of maximum on span = 5.235ft 'I � Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I I Maximum Deflection ,i Max Downward Live Load Deflection= 0.036 in I �I Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 2026 I Max Downward Total Deflection = 0.063 in lil ' Max Upward Totai Deflection = 0.000 in Total Deflection Ratio = 1144 Maximum Forces&Stresses for Load Combinaticns Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-ailow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=6.0 ft 1 0.741 0.442 2.47 692.94 935.00 1.23 66.32 150.00 +p Length=6.0 ft 1 0.323 0.192 1.08 301.66 935.00 0.53 28.87 150.00 +p+L+H Length=6.0 ft 1 0.741 0.442 2.47 692.94 935.00 1.23 66.32 150.00 +D+Lr+H Length=6.0 ft 1 0.323 0.192 1.08 301.66 935.00 0.53 28.87 150.00 +D+0.750Lr+0.750L+H Length=6.0 ft 1 0.636 0.380 2.12 595.12 935.00 1.05 56.96 150.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0629 3.020 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: �� using the"Settings"menu item Project Desc.: and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008, 1:27PM �Wood Beam Design �c�,�.,�,Ver.8.Q19� �.��. - . . . . Description: F307 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0274 3.020 0.0000 0.000 L Only 1 0.0355 3.020 0.0000 0.000 Lr+L Only 1 0.0355 3.020 0.0000 0.000 D+Lr+L 1 0.0629 3.020 0.0000 0.000 Maximum Vertical Reactions•V�f8Ct0� Support notation:Far lefl is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.647 1.647 D Only 0717 0.717 L Only �.930 0.930 Lr+L Only 0.930 0.930 D+Lr+L 1.647 1.647 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: v 3�? and then using 1he"Printing& `�� Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008, 1:29PM �Wood Beam Desi�n . ---- e+�,wc.,�s�auoe,v�e.a,o �.��• - • . . • Description: F308 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasficity Load Combination 20061BC&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling _-- ---- ---- - ---- -_---, � '� ,' °.� i i j �'�. � 4x70 I I i I I 8.0 h �_ _ -__ __. - _-- -._..._. I _ J�p��p�� _ Service loads entered. Load Factors wiil be applied for calculations. Load for Span Number 1 . Uniform Load: D=0.170, L=0.340 k/ft, Tributarv Width=1.0 f nESICN SitMMARY --------- ------ ---- •- � • 'Maximum Bending Stress Ratio = 0.962 1 Maximum Shear Stress Ratio = 0.512 : 1 � �! Section used for this span 4x10 Section used for this span 4x10 fb :Actual = 980.89 psi fv:Actual = 76.76 psi , FB :Allowable = 1,020.00psi Fv :Allowable = 150.00 psi I Load Combination +D+L+H Load Combination +D+L+H , Location of maximum on span = 4.027ft Location of maximum on span = O.00Oft � I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 !Maximum Deflection ' Max Downward Live Load Deflection= 0.106 in � � Max Upward Live Load Deflection = 0.000 in ', Live Load Deflection Ratio = 909 'I Max Downward Total Deflection = 0.158 in I ; Max Upward Total Deflection = 0.000 in I ' Total Deflection Ratio = 606 I � _---- --- - -- - -- ---__-- -- ---- --- --- Maximum Forces 8 Streaaea for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=8.0 ft 1 0.962 0.512 4.08 980.89 1,020.00 1.66 76.76 150.00 +p Length=8.0 ft 1 0.321 0.171 1.36 326.96 1,020.00 0.55 25.59 150.00 +D+L+H Length=8.0 ft 1 0.962 0.512 4.08 980.89 1,020.00 1.66 76.76 150.00 +D+Lr++i Length=8.0 ft 1 0.321 0.171 1.36 326.96 1,020.00 0.55 25.59 150.00 +Da0.750Lr+0.750L+H Length=8.0 ft 1 0.801 0.426 3.40 817.41 1,020.00 1.38 63.96 150.00 Overall Maximum Deflections-Unfactored loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.1583 4.027 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: t I �� and then using the"Printing& �� Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008,12gpM � Wood Beam Desi9� �.�.,�.,�d.a,� , �.��. • . . � . . Description: F308 Maximum Defledions for Load Combinations •Ur�factored Loada Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0528 4.027 0.0000 0.000 L Only 1 0.1055 4.027 0.0000 0.000 Lr+L Only 1 0.1055 4.027 0.0000 0.000 D+Lr+L 1 0.1583 4.027 0.0000 0.000 Maximum Vertical Reactions•U�f8Ct0�8d Support notation:Far left is#1 _ -- _ _ - Load Combination Support 1 Support 2 Overall MAXimum 2.040 2.040 D Only 0.680 0.680 L Only 1.360 1.360 Lr+L Only 1.360 1.360 D+Lr+L 2.040 2.040 000 Anderson - Peyton ��'° JOB # S�ET OF ❑0❑ Structural Engineering Consultants ❑O❑ A Division of ACP Consuitants,Inc. DESIGNED DATE PROJECT CHECKED DATE VN�� TVD C11G�1C, T yP . S-c�D . � 1-d S��oY , 4� 1'�I D S � � � C 6 XT w/��. tTJq ) w = g � Z r�.� C. s�� 3 � � � � c.o� � � F' ; W x t6`�: % ! I � } * < G�'+N . = �-6 � L ' a � 2 N.P t i�R'y (�,✓�, l p S � ,fl� y. C E�G� w�a�V S Z � � � --_,. i � � W w.,¢ -+- � �4 � � r"� � �3 q Z r �� F3e4. „ h = � 1�1 � u �� x � b /,Z = I g s-i �' � c�� = ZGr�2'"� c. INT STJ.0 � aF^ F �o3 w = $ l,r PLF P = � z �- ��rt � ► b��z= � o�t`�- � . � �a p� ��g,q,.� �lc I 5'+'_� �K�D s (�J ,� 4� �t�-r , w�a � � S-ru�� w = t; c� � l�-� -+ C 3�� Pwi- = ( qoZ� p = ( q � z ��-F x � �► '�/,z = �. s'3 � �` < <�p =2-bq L* k I NT szub � g � F s...3 �'`� = � � rr p„F + g z r p,� = t 6 5, 1,,,F 1' = ( 6 �' � p�r. x i�„/� _ �, q � � �S� �z� Zx � o� t i � �-x � c�p: � ;6 g � �k� 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seattle / Eastside (206) 292-0940 ��I Column/Post Table �b12 v �IT 13 Column/ Wall Type Location W/ Beam or Truss Load Size Comments Post # '�.�°� � � � z X G r� � I Z� � � ►` � � z �.,� G ✓io z -� , z � x � 03 z� 6 �. � 3 3 , z �,K c o�- �.x G ►� � �- � ,�,�. " C v S 2-X (� (�ri'c � 4 � 5"2.K 2J ZXb 3rd Ft.� c oC� �-x(, F' 3 0� t , d s �< C„�,� �.X4 F� 3�Z x�.� 3.G� !� �3� z4r� co� zx4 r3 o i � � ► 6 K �2� �-xu c o � z�6��,xy. c � , 3 � . 6 �� " �� o �. X � F 3 0�- + c o z � �Za�+L.�►�c - 3.�-q r� � � � zx6 F � � G t � z�K a� a z�G �' � e � ..�. c � ( =t.6 S"-r 1�6�i � 4 �3 2 � ��c� 1�4-Z Colwmn/Post Table Column/ Wall Typ Location W/ Beam or Truss Load Size Comments Post # G I 3 2X��.X4 F 3 ��, �—'°4' k ZN p ��,� � �� ,�6 r 30� -f. �o � z_, K � . �4" �-x �a C c S �-X 4 �x � ,�. G l(� 2 k L�- 1 �c c o � �- �3 Zk ;z,a -��c�{- G , �- �.x��y�} �. X G o o� 5 ` 3 6�� . v U�/ �� ; ` � V..�1�.� �'� �cg zx (, z � c � d �� cr �t zX G z X L � i Z,`�.k � '-� �.X6 � 3 �� +-�.•;ZK 5�9�`` �Z- �� G 1 I �x6�i�c4 � k c 13 =4��g �' 000 Anderson - Peyton ,oB # s�T �� ❑�❑ Structural Engineering Consultants ❑O❑ A Division of ACP Consaltants,Inc. DESIGNED DATE PROJECT CHECKED DATE Ty►° . J—z� �x'cr►2 �ti s �(� r.l �o►z P�-cK , � �. �L ( ,�� t �. � -� z�g t ` " " LXb LFr��•Y� SE� U►�� Y 6 13N► i 3 �� 'rP �zc� � � N �isn LoAn a N L�� = � -4.4- C � z� � r � /� ,, n t�T � � �3 0 l.T G/�r� � � (b� '� pt ►'� 1�I D 5 TA�i l.z �I A � � s� �� ,�� ; 2 64 rL� x g"/,�- = � �-6 a � ► a� � ok 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seattle/ Eastside (206) 292-0940 v�I-�.. �,�. STA�� .D�S� � � 1z17 ROF'TERB�24'O.C. I7 J'z4'dCTLKaFIT•MSTALL I'ER OUTLME�BLDG L . �g HMBF.BPECIFICATION9 VERIFY WTH 8LW R.AN9 �-�rt��v i C— rao�naiseEs �n�nrt��.�w�rst I �inc.secriar in3� . 6'-0' �'- I ;�:�,:X � �: W n e I NR FtOOF BoFF�i A68EMpLY- I U (11 LAYERB 5/D"TYPE'X'GWB. PER 700G IBG TA6LE 7l0X3) � B W/IQ�OC�CDOUN FMIBN 80FfIT�• I � 9 0 BIH .I-MOUR BTAIRIIELL UA4LL I pe" e� ��_4. 4�_9. P.T.4x!P09t � I (OP�.STL.POBT 2 I PER DTL.4/A�00) `C � �C` ` � I � I ] "�I &l1�ACE HOWTED 2� FIMLRE g ;' I OPP.BIDE � A5m m I � —1 — I o � v P.T.4x4 P08T 1 � I � P.T.6xI7 M DF. 3 I I I � 80Ff1T CGNBt. �� E POST BASE I gEE PIp7E Ct t0 � p�ypy� � D J018T8 � � I � i ia � IL � � � ��SQ �, � P.i.4WaA1TACFED I V W/(41 IR'�?Nldl I OOLtB PLAGED 4" IST r�aa+roP,nna�o I DIBT.4•F1d�l'1 EpfaE �,��o 03 i LK+HT FIMIN�81DE OVER SiAIR-F6N SEE I ROOR F°L/QJ fi b'-�" � � P.T.5 V8'x9"GLB • I � P.T.4x17�NF. BTRRYaER EA 81DE S � � I �W EQ��IT CONEIRJGTIQL ° I D'CGlG.OvER Pt.V1'r.T. � APA RA1ED 61fATHR1G LN Pt. 9r6 J016M YV VNYL EGfFIi• I CE4.RYa c� �� S�06 ��? � 8�71 I I. TOP OF BLAB�WIT I L • / . ' EXTEND HNJDR4IL ON EAGH 81DE hIRL I2' (1P4 CONT. . —...__----9E1'Ad9tAbT BTAIR 7READ(PI2�NDE NELLEL P'O6T IF REGiIIFED FOR HqNDR41L BUPPORTI i 71'-6• , ��TYPICAL STAIR SECTION ` � 1 �,�E: 3ro.,i�_m. 91AIR5�HANpR41L REQUIREM�NTS PER SEGTICN �% � 1009 OF�0m6 IBC ANp Y0�3 IGG/M191 Ill.l tl �r.u„,�,_�„ y_a. o —, ` P.T.IMb LEDGER V!"�TMNiII BOLTS �'1� 4 � PLACED 4'FR.TI OP,MRL 4"FR01'i l"� G EXTENT OF 87AIRlNY F J� END( 9TRINGEW "� _J . UWLLS VARY PER , WIt 7YPE 8EE � _y FdNDATION PLAN9 � � � TO PFI0T0 CE1.L �5W MCANDEBGENT __ _ �TO � � Y�_ ` �. � PHOTOLELL � � d P.T.( �8 a m P.T.4x0 9 REIr 91DE UY EPB T �\, I BABE AT P.T.4x{-ATiAGl1 TO C � • I i . i 9TRIW#R IW l715/8" 0 tHqIBOLT8fi7PJ _l_° g EMElJT GF 9TAIRLLNY � � n+ DN h� + IW+LLB VARY PER ' Wli 1YPE 8EE n v d FWIDATION PLANB � m tl' 3� �.� ,��'�� ,b I I/"DIA W�OD HdNDRAIL I I/J"DIA UIOt�D NANDR4IL 'DGER� �� 1 iOP�34"-3B"ABOVE BTAIR TOP�91"_3B"ABOVE STAIR ._._._. �� N081t��l.l�1DMG EMEN� 6'-]• fi t AT IP.��-r N06RJG i LANDING EMEND O�O Anderson - Peyton ��.zi 'a �4s JOB # SHEET OF ❑�❑ Structural Engineering Consultants ❑O❑ ADivisionofACPConsultants,lna DESIC�iNED I � � DATE ��a/�� PROJECT CHECKED DATE 5-�� ►� gM ��-s�� C-�y�. � r� 6 i ST � � � , L. � � ` , W = C d6 � P,,� x tb /,z= � � 33 � �"� - g s ' lns = � �40- �' �P�1F x � '/Z �+' ( ?o� x-�� ST BoZ � �.. r ` � � 6sb � P� S�' 13 b 3 , 1,,,� °� ,s� , v�S = � 4 G � p'�� X � 3%z = � 6 S n ��"'F � ST �o Z ST4o4 , L-= $ . �`�, `^� = � 4G ) P� X �� = �l3go � � � b� 25 � ' ST3 � s , L- �•� ' � � ( 4 6 � r5i ��rt ��_ ( � Z�~ ) ,��- , �b � o �.r� 5�'�3 0 � , 1—� � �, � c,� = � �� P.S�w x3.i(��-�= �- 5�' � �'� (,-ry�', s-rn.t�►c� ) - � 31620 23rd Avenue South, Sui[e 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 SeatHe / Eastside (206) 292-0940 Title Block Line 1 Title: Job# You can changes this area Dsgnr: � f� using the"Settings"menu item Project Desc.: �/ and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed 30 JUL 2008,3 73PI�1 Wood Beam Desi n ��:p:12IX17107-238YeimCreekAparlmeirts�CG-6EB�ra�CelculaGOnIVe�OcslfUNtBtstairbesr�.ec5 �r 9 ENERGILC,INC.1983-2008,Ver 6.Q78 � �.�i- • • � t f Description: ST601 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling ' ,. , � I � � � 2x8 �I��! � � ____...__ I�I � II i I .__.__. . ..__--__ __._.____.. _-._ . _.64ft_ ._. . . . . .. Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0610, L=0.1330 k/ft, Tributary Width=1.0 f 1?ESIfaN�UMMI_�RY_----------------____ _-- - -- _ __ _--- _ _ __ ____ �- . • 'Maximum Bending Stress Ratio = 0.78Z 1 Maximum Shear Stress Ratio = 0.427 : 1 � Section used for this span 2x8 Section used for this span 2x8 fb :Actual = 797.19 psi fv :Actual = 64.11 psi , FB :Allowabie = 1,020.00psi Fv :Altowable = 150.00 psi ' Load Combination +D+L+H Loatl Combination +D+L+H Location of maximum on span = 3.020ft Location of maximum on span = 5.396fi ! Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection ', Max Downward Live Load Deflection= 0.063 in I , Max Upward Live Load Deflection = 0.000 in ' ' Live Load Deflection Ratio = 1137 ! Max Downward Total Deflection = 0.092 in ' ', Max Upward Total Deflection = 0.000 in ' Total Deflection Ratio = 779 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow - - ------- Overall MAXimum Envelope Length=6.0 ft 1 0.782 0.427 0.87 797.19 1,020.00 0.46 64.11 150.00 +p Length=6.0 ft 1 0.246 0.134 0.27 250.66 1,020.00 0.15 20.16 150.00 +p+�+H Length=6.0 fl 1 0.782 0.427 0.87 797.19 1,020.00 0.46 64.11 150.00 +D+Lr+H Length=6.0 ft 1 0.246 0.134 0.27 250.66 1,020.00 0.15 20.16 150.00 +D+0.750Lr+0.750L+H Length=6.0 ft 1 0.648 0.354 0.72 660.56 1,020.00 0.39 53.12 150.00 Overall Maximum Deflections-Unfactored Loads -- ---------- -- -- -- -- ---- - ---- Load Combination Span Max."-"Defl Location in Span Load Combination Max."+'Defl Location in Span D+Lr+L 1 0.0923 3.020 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: ` _�� using the"Settings"menu item Project Desc.: ;� antl then using the"Prinling& Project Notes: Title Block"selection. Title Block Line 6 Printed:30 JUL 2008.313P��1 — � ------------ — --_. -------Flle:p:V20071W-238 Y�m Creek Apartrnents(CG•SEB)ISbucWre�CdculatlonlVerGcat�UNt B4stafr beams.ec6 �Wood Beam Design �,��,�N�.,�.�,�s.o.,s � �.��. . . . . . . Description: ST601 Ma�cimum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0290 3.020 0.0000 0.000 L Only 1 0.0633 3.020 0.0000 0.000 Lr+L Only 1 0.0633 3.020 0.0000 0.000 D+Lr+L 1 0.0923 3.020 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 --- --__ —--- -- ------ Overall MAXimum 0.582 0.582 D Only 0.183 0.183 L Only 0.399 0.399 Lr+L Only 0.399 0.399 D+Lr+L 0.582 0.582 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: `�a� and then using the"Printing& V / Title Block"selection. Project Notes: Title Block Line 6 P��eo so�u�sooa,3 oiPr,� --- -- Flle:p:12007107-Z:iB Yelm Croetc Ma�bn�AS(CG•&EB)1StrucW�st�CdculaGmiVerticat�Ur�l BUIak beems.ec6 `� Wood Beam Design �+��,�►�.,�.�,�s.o,e �.��. - . � . � . . Description: ST602 Material Properties Calculations per IBC 2006,cBC 200�,2oos N�s Analysis Method: Allowable Stress Design Fb-Compr 1350 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 1350 psi Ebend-xx 1600ksi Fc-Prll 925 psi Eminbend-xx 580ksi Wood Species Douglas Fir- Larch Fc-Perp 625 psi Wood Gratle :No.1 Ft 675 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling - -_ ---- -- -- - - - _ o __. _ _ - __ z ----- - -_- ,I j ' „ ., � ; ,, . � I I ' I � I sx�z �i _� � i �, �il ' 8.50 ft . _____ _...__.__. . -___-___.-.- ____.. _.___._. ______.._ ___'._ __._...._..____ -_____ ._... ._ .._.__ . . _.__..______-_-- -__.._. � A lied Loads Service loads entered.Load Factors will be applied for calculations. �P -- --------------- - -- _ __ Load for Span Number 1 Uniform Load: D=0.2260, L=0.650 k/ft, Tributary Width=1.0 f ,_DESJf�N�UMb9ARY__ ----------- __ �- � • _ -_ -- __-- -- ---- --- -___. !iMaximum Bending Stress Ratio = 0.58U 1 Maximum Shear Stress Ratio = 0.408 : 1 '! I Section used for this span 6x12 Section used for this span 6x12 I fb :Actual = 783.08 psi fv:Actual = 69.33 psi ', FB :Allowable = 1,350.00psi Fv :Allowable = 170.00 psi ', Load Combination +D+L+H Load Combination +D+L+H ' Location of maximum on span = 4.221ft Location of maximum on span = O.00Oft , ', Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 �IMaximum Deflection ' Max Downward Live Load Deflection= 0.069 in ', Max Upward Live Load Deflection = 0.000 in ' Live Load Deflection Ratio = 1474 ', Max Downward Total Deflection = 0.093 in �', ', Max Upward Total Deflection = 0.000 in i Total Deflection Ratio = 1093 ' _ _. ---_ -----_ _ . _ ___ _ __ _ _ _ _ i Maximum Forces 8�Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=8.50 ft 1 0.580 0.408 7.91 783.08 1,350.00 2.92 69.33 170.00 +p Length=8.50 ft 1 0.150 0.105 2.04 202.03 1,350.00 0.75 17.89 170.00 +p+�+H Length=8.50 ft 1 0.580 0.408 7.91 783.08 1,350.00 2.92 69.33 170.00 +D+Lr++i Length=8.50 ft 1 0.150 0.105 2.04 202.03 1,350.00 0.75 17.89 170.00 +D+0.750Lr+0.750L+H Length=8.50 ft 1 0.472 0.332 6.44 637.82 1,350.00 2.38 56.47 170.00 Overail Maximum Deflections•Unfactored Loads --- ------------- - - - -- Load Combination Span Max.""Defl Location in Span Load Combination Max,"+"Defl Location in Span - ------ --_ _-- ------ -__ --_._---- - - -- - D+Lr+L 1 0.0932 4.279 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: \ /�/�� v �e and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 Printed.30 JUL 2008 3 O1PtA — � -- — _ Flle:p:12007107-238 Yelm taeek ApertrnerAs(CG•SEBpStructureflCa�uletlonlVer6ca11UNt Blstair b9ert�s.ec6 �Wood Beam DeSlgn e+�crac,iNC.,�-zooe,v�s.o.,e � �.��• - - • � • • Description: STB02 Maximum Deflections for Load Combinations •Unfactared Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0241 4.279 0.0000 0.000 L Only 1 0.0692 4.279 0.0000 0.000 Lr+L Only 1 0.0692 4.279 0.0000 0.000 D+Lr+L 1 0.0932 4.279 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far leit is#1 Load Combination Support 1 Support 2 Overall MAXimum 3.723 3.723 D Only 0,961 0.961 L Only 2.763 2763 Lr+L Only 2.763 2.763 D+Lr+L 3.723 3.723 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: � /�� and then using the"Printing& Project Notes: " Title Block"selection. Title Block Line 6 Printed:30 JUL 2008,2 54PA1 - ----------- - ---- - - i Wood Beam Desi n FlIe:p120071W-238YO1mQeekApaM�rRS{CG-SE8j1Sbu�a�;ela�IqiadVerticolWMtBbfsirbeemc.ec6 9 ENERCALC,INC.19832008,Yer.6.Q79 � �.��. - . � . . Description: ST604 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 675 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 675 psi Ebend-xx 1100ksi Fc-Prll 500 psi Eminbend-xx 400 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Ft 350 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _ _ __- ---- -_ __ _ ________ _ _ i � ... . � �,k.�� 4 . �I�� .. . . - � . � . . � � .. � � . � I .. I � 6x12 I I I I 8,50 fl ��.. Appiied Loads Service loads entered.Load Factors will be applied for catculations. _ _ _ - --- Load for Span Number 1 Uniform Load: D=0.1380, L=0.30 k/ft, Tributary Width=1.0 f �ESII'aN�UMMA&L�-- �- • � 'Maximum Bending Stress Ratio = 0.58U 1 Maximum Shear Stress Ratio = 0.248 : 1 � Section used for this span 6x12 Section used for this span 6x12 , , fb :Actual = 391.54psi fv :Actual = 34.67 psi ! FB : Allowable = 675.00psi Fv :Allowable = 140.00 psi ', Load Combination +D+L+H Loatl Combination +D+L+H , Location of maximum on span = 4.221 ft Location of maximum on span = 0.000 ft I ; Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' Maximum Deflection ' Max Downward Live Load Deflection= 0.046 in ' Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 2195 : Max Downward Total Deflection = 0.068 in I ' Max Upward Total Deflection = 0.000 in ' Total Deflection Ratio = 1504 ! _ _- --- --_ __ --- __ --- -- _ _----__- Maximum Forces 8�Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-ailow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=8.50 ft 1 0.580 0.248 3.96 391.54 675.00 1.46 34.67 140.00 +p Length=8.50 ft 1 0.183 0.078 1.25 123.36 675.00 0.46 10.92 140.00 +p+�+H Length=8.50 ft 1 0.580 0.248 3.96 391.54 675.00 1.46 34.67 140.00 +D+Lr+H Length=8.50 ft 1 0.183 0.078 1.25 123.36 675.00 0.46 10.92 140.00 +D+0.750Lr+0.750L+H Length=8.50 fl 1 0.481 0.205 3.28 324.50 675.00 1.21 28.73 140.00 Overall Maximum Deflections-Unfactored Loads ---- --- - - ---- -- - Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Defl Location in Span D+Lr+L 1 0.0678 4.279 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: `/ and then using the"Printing& V �' Title Block"selection. Project Notes: Title Block Line 6 Printed 30 JUL 2008,254P��1 � Wood Beam Desi n �o:�oonm-r.+er�mcre�nv�+,e�tcc-sea�w�w�weroc�nums��.�s� 9 c-��xca�c,�c.,ea�-zooa,v�:s.o.,e �.��. - • � • s Description: Sra04 Maximum Deflections for Load Combinations -Unfactored Loads - ----- —__—- - - --- ------- ---- --- Load Combination Span Max.Downward Defl Location in Span Max.Upwartl Defl Location in Span D Only 1 0.0214 4.279 0.0000 0.000 L Only 1 0.0464 4.279 0.0000 0.000 Lr+L Only 1 0.0464 4.279 0.0000 0.000 D+Lr+L 1 0.0678 4.279 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.862 1.862 D Only 0.587 0.587 L Only 1.275 1.275 Lr+L Only 1.275 1.275 D+Lr�L 1.862 1.862 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: and then using the"Printing& Project Notes: �� Title Block"selection. Title Block Line 6 P��mea so�u�zooa.s oaPi� - -- _ ___-- -- --Flle:p:12007107-238 Yelm C�elc Apgtrnents(CG•SEB)ISVUCh�rdlCa6w1a1bMVer6c�UNt 8lafair beams afi iWood Beam Design ��.�,�N�.,�-�,Ver.6.0.19 � �.��. - . � . . Description: STB05 Material Properties __ __ caicuiations per iec 2oos,cBC 200�,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 2,400.0 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling - _ _ _ __ _ _ __ ___ _ -- _ ------ __ ----- _ ___- - ___--- 'I 0 0 326 L 1.075 '.. �',., . . . .. ' . ws y, . . �, �, �. � ... .. . . ' . ��^ . . ' ', 'i k ., N , . . � .. � �_. ..... .._ .._.-_ . ��._-',.._ . ._..___.._....__.� _W�._ _,�_.:..: _......�__.��_� ��....��-��. .._..:- . .."_.". ..��,_. ' I�� _ \__.. . ___.. _ _.:__ ----. ; � 5.�25x9.0 � I� � II I I �!, 8.50 ft ! _AP�II@d L08dS Service Ioads entered. Load Factors will be applied for calculations. --------- - ---- - -- - Load for Span Number 1 Uniform Load: D=0.3260, L=1.0750 klft, Tributary Width=1.0 f �QESI�'ad�UMMARL- �- • • ------ _---- ---- - - --- _. __ ___ ----- Maximum Bending Stress Ratio = 0.914: 1 Maximum Shear Stress Ratio = 0.603 : 1 ' �i Section used for this span 5.125x9.0 Section used for this span 5.125x9.0 � ' fb :Actual = 2,194.42psi fv :Actual = 159.85 psi FB :Allowable = 2,400.00psi Fv :Allowable = 265.00 psi ' �� Load Combination +D+L+H Load Combination +p+�+H � ' Location of maximum on span = 4.221ft Location of maximum on span = O.00Oft , Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection ' Max Downward Live Load Deflection= 0.228 in Max Upward Live Load Deflection = 0.000 in ' Live Load Deflection Ratio = 447 , , Max Downward Total Deflection = 0297 in , ' Max Upward Total Deflection = 0.000 in ' ' Total Deflection Ratio = 343 ' Maximum Forces B Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=8.50 ft 1 0.914 0.603 12.65 2,194.42 2,400.00 4.92 159.85 265.00 +p Length=8.50 ft 1 0.213 0.140 2.94 510.62 2,400.00 1.14 37.19 265.00 +p+�+H Length=8.50 ft 1 0.914 0.603 12.65 2,194.42 2,400.00 4.92 159.85 265.00 +D+Lr+H Length=8.50 ft 1 0.213 0.140 2.94 510.62 2,400.00 1.14 37.19 265.00 +D+0.750Lr+0.750L+H Length=8.50 ft 1 0.739 0.487 1023 1,773.47 2,400.00 3.97 129.18 265.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.2968 4.279 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: ` ,�� and then using the"Printing& Project Notes: v Title Block"selection. Title Block Line 6 P��cea so�u�zooe s oaPi,� --- -- ------ — - ---------- -Flle:p:12007107-238 Yelm Gcek ApeMierNS(CG•SEBHStructuraM',alwleGOnlVer6cadlUNt 8lstair beems.ec6 �Wood Beam Design ��cN.c,x�c.�ee�-2ooe,vere.a�s � i.11• - f � • ! Description: ST605 Maximum Deflections for Load Combinations •Unfactored Loads ------ _ _ __ -- -_ __- ------_ ___ --- Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0691 4.279 0.0000 0.000 L Only 1 0.2277 4.279 0.0000 0.000 Lr+L Only 1 0.2277 4.279 0.0000 0.000 D+Lr+L 1 0.2968 4.279 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 5.954 5.954 D Only 1.386 1.386 L Only 4.569 4.569 Lr+L Only 4.569 4.569 D+Lr+L 5.954 5.954 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: "�� and then using the"Printing& Project Notes: \, Title Block"selection. Title Block Line 6 Printed:30 JUL 2008, 3.OSPt�1 ----- ----- Flle:p:1200T07-238 Velm Qeek WerYnerAs K�•SEB�Sfi�hxdiCdculafbnlVeNcaIlUrYt beems8latalr� �Wood Beam Design ��„�G�+�.,��,�:s.Q,s � �.��. - . � . . Description: STB06 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Ailowable Stress Design Fb-Compr 975.0 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 975.0 psi Ebend-xx 1,500.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 550.0 ksi Wood Species Hem Fir Fc-Perp 405.0 psi Wood Grade No.1 Fv 150.0 psi Ft 625.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling - _ - - _ - _ . _ -__---- - ___ _ _- -- -- - _ __ _-- -- - _, I �. D 0.04 L 0.158 �'I I � r i � � �� I ,a: � , � �._�_..._w _.� �. � _.� _ LL ____. .__.�. _�.....�4_��y_�..��_..�... v. _.�W.W.. .:;....s�._�...,�� .�:�.. �. 4xi2 _�.w_.u�_�._ ...._.�..,.._ _:.� I I i I I I �� 15.0 fl �i l ��i....- _ . .__..- __-._.. . . ... - ..__.. _-__._._ ....__ __ _.__ __-.. ._.____-__...... .__ __'._____--_- __ __. - . -._ ._._ __�''' Applied Loads Service loads entered.Load Factors will be applied for calculations. ------ - - - - -- - - - Load for Span Number 1 Uniform Load: D=0.040, L=0.1580 k/ft, Tributary Width=1.0 f �.�ESLGN�UJNAAARY------ _____-------_--- _ _ _ �- • � 'Maximum Bending Stress Ratio = 0.844; 1 Maximum Shear Stress Ratio = 0.332 : 1 II Section used for this span 4x12 Section used for this span 4x12 ' '�, fb :Actual = 905.10 psi fv :Actual = 49.74 psi ' FB :Allowable = 1,072.50psi Fv :Allowable = 150.00 psi ' Load Combination +D+L+H Load Combination +D+L+H ', ' Location of maximum on span = 7.450ft Location of maximum on span = O.00Oft ' , Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection � ' Max Downward Live Load Deflection= 0.292 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 616 Max Downward Total Deflection = 0.366 in , Max Upward Total Deflection = 0.000 in ' Total Deflection Ratio = 491 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=15.0 ft 1 0.844 0.332 5.57 905.10 1,072.50 1.31 49.74 150.00 +p Length=15.0 ft 1 0.170 0.067 1.12 182.85 1,072.50 0.26 10.05 150.00 +p+�+H Length=15.0 ft 1 0.844 0.332 5.57 905.10 1,072.50 1.31 49.74 150.00 +D+Lr+H Length=15.0 ft 1 0.170 0.067 1.12 182.85 1,072.50 0.26 10.05 150.00 +D+d.750Lr+0.750L+H Length=15.0 ft 1 0.676 0.265 4.46 724.54 1,072.50 1.05 39.81 150.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.3660 7.550 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: ` , and then using the"Printing& V �� Title Block"selection. Project Notes: Title Block Line 6 Printed:30 JUL 2006 305PM � Wood Beam Desi fl �v��?-�VelmpeekApartnents(CG-SEBNStrucWr�tCdakidonlVertica�UNtBlstairbeems.ec6� 9 ENERCALC,INC.1983-20D8.Ver.6.Q19 �.��. - . � . . Description: ST606 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0739 7.550 0.0000 0.000 L Only 1 0.2920 7.550 0.0000 0.000 Lr+L Only 1 0.2920 7.550 0.0000 0.000 D+Lr+L 1 0.3660 7.550 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.485 1.485 D Only 0.300 0.300 L Only 1.185 1.185 Lr+L Only 1.185 1.185 D+Lr+L 1.485 1.485 � SG PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: 07-238 Vertical Structural Calculations (Unit A) ODO Anderson- Peyton Sheet_1_of OOO Structural Engineering Consultants Date: 8/1/2008 ❑�❑ ADivisronofACPConsultan�s,Inc. DeSigl] By: YHW v s� Qg � 21'-0 65/128" ' � ALIGN 7RUSS AS a,. � , DRACs STRIJt W/ b.k ; 15m PLF GAPAGItY � � G �x - --- --- ...................................... .................. ; ' -P�.-R�I �usSE�- 1: - ' � e -- -- --�p�- 1.1 � wi � � � � ,� ': _ s _ xi_ , _ ., iI 0 � T _3� /f — ' i ti I �s?i C �t i _ cn � _ w _� , ---- Z - � � � /�� j � . : 'i � �� /� �`�� '; '� _ O � � ,� �o, e �----- ,a � _ � �a , ,; � �� a ; ___ ;i �' `, ��! � � i ,; , � ; a ; Ii � � � ; � �; , � �' � ! , �� \i ————� .___.._ _._x .__.__ . � ,, , ; no� _ , :,- , , �. e �; , � _ , � --. � --- - - �----� _� ;-,- � 3 � �� ____-_ _- . � ; x�m � � � -; ;- �� 50 � o �� p ; ;;I' , I �j ' ! _. - � � — -- �-.{�n ��-_� I�3 W� -� � m � � ;ill 0 �; �y � '� _--�;�,� - �; W� LSTA3m I... ''` o ;,� � �'�i0 3 'i_ ____y'i1 _ �0 �� _,.;.IiN N `f1� '� i - - ' {X ____-;;��N O i . �L� Z �� -:�".__..._...._.__,,�� __.. �3.7. r; ',i.._. ..4X . i e -- - - - _.._...._.__ _ _�'- _ �_ _ � � - - ---- --�---� � ROOF AT 2ND. 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DESIGNED DATE PROJECT CHECKED DATE VIJtT C V�� 1, ��6 si � �1 UIJ IT C G�r��' S 5 t ti.► Lq� � h-Ar..�, �,.1 d �'`�� V N1z {3 � � �.�-� s� s�� -� c� � ��a,� INT'ori."'.y�1'i � � �� rtT OU1' , 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seattle/ Eastside (206) 292-0940 PROJECT NAME: YELM CREEK DEVELOPMENT V� � PROJECT NUMBER: 07-238 Vertical Structural Calculations (Unit D) ��O Anderson- Peyton Sheet_1_of OOO Structural Engineering Consultants Date: 8/l/2008 OOO A Dinision ofACP Consultants,�„�. Design By: YHW � � v6 � 36'-4 1/2" � � i � I �n --f----------------,�+�° -�q`---�--- " 1 -r � --�---- :_-, � - ------ � � I � PP. OOF 7 SSES 1 � "' 0 14" O.C. 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J> t-s� G%� �, t� rJ�T D j �.�. � � � �- � q �� t^' = C is � p'� x 36�z= � 4rb �P`'�. �� n� = w • i = � 4� � > p�� '� a '�L = C i ozSs�� -� T J Z . �-= l �� , W — C ��` J p''F '` 36 ��Z' � 4 �� J p�� 1�� : �2, � � �2. � C IZ � S \� _ � 2cf-3n 1 �`' � L o L� J L} o LI-s J ) �'} ° v � oi , L= S , w — (, �,.ro � �' F Y'�� , 1-_ � ' � w = (. i Sr ) p �F �C � 6 �/L = C 4.s ,� J p�'�' y�o3 �� 5 ' w = � �LS� ) P��x � � Z/Z� 4.�)= � ;�, � p�� , � a4- ' L' �� ' `"1- � �.-s � ps�x � � � '/Z+ � ' ) = C �r��p`� 31620 23rd Avenue South, Saite 321, Federal Way, WA 98003 • Phoue: (253) 941-9929 Fax: (253) 941-9939 Seattle / Eastside (206) 292-0940 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: v6(� and then using the"Printing& � Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 2008 4 11PM -- - F�e:P.12d07W7-23B Yllm peelc qDerbneMs(CXi•SEB}1S'trudura�C�ia1WnlVeNcdlUNt Diroof Cetms.006 f Wood Beam Design c�+�xcA,.c,�c.,�.sooe.va:s.a,e �.��. - . � . . Description: Ro1 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasficity Load Combination 20061BC&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Fi 525.Opsi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _-- __ . _ - -- - � . __� _._.,_� � _ � _ _ _ . ._ _ �. . � .. _ _ �_�. .��_ , 4x 8 i I I i i I II I ' I 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for caiculations. _ _-- ----- Load for Span Number 1 Uniform Load: D=0270, S=0.450 klft, Tributary Width=1.0 f ,�ESIC,N�11JY1MAR'L------------- ------ - �- • • _ -- -------___ _ __ -- -. _ , 'Maximum Bending Stress Ratio = 0.693 1 Maximum Shear Stress Ratio = 0.468 : 1 ! Section used for this span 4x8 Section used for this span 4x8 , ' fb :Actual = 880.54psi fv:Actual = 80.70 psi ' , FB :Allowable = 1,270.75psi Fv :Allowable = 172.50 psi , Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.483ft Location of maximum on span = 4.396 ft i ', Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 , �Maximum Deflection ', ' Max Downward Live Load Deflection= 0.000 in ' I Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 ' Max Downward Total Deflection = 0.071 in Max Upward Total Deflection = 0.000 in ', ' Total Deflection Ratio = 847 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary ot Shear Values Segment Length Span# M V Mactual fb-design Fb-ailow Vactual fv-design Fu-ailow Overall MAXimum Envelope Length=5.0 ft 1 0.797 0.538 2.25 880.54 1,105.00 1.37 80.70 150.00 +p Length=5.0 ft 1 0.299 0.202 0.84 330.20 1,105.00 0.51 30.26 150.00 +D+L+H Length=5.0 ft 1 0.260 0.175 0.84 330.20 1,270.75 0.51 30.26 172.50 +D+Lr+H Length=5.0 ft 1 0.260 0.175 0.84 330.20 1,270.75 0.51 30.26 172.50 +p+S+H Length=5.0 ft 1 0.693 0.468 2.25 880.54 1,270.75 1.37 80.70 172.50 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S+E/1.4 1 0.0708 2.517 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: � using the"Settings"menu item Project Desc.: � Q, and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 ________ P�m�ea 2s�u�zoos,a iiPna --- Fl�e:P.12007107-238 YeYn Qxk APar�rie�(CG-SEB)1SEUGuraBCeiplallonlVerUcetfUNt Dlraof bemns.ec6 i Wood Beam Design a�cr�c,iNC.,e�-�ooe,v,rs.o.,B �.��, • - • � • • Description: R01 Ma�cimum Deflections for Load Combinations •Unfactored Loads - - _ --------- ___ -- - ._ Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0266 2.517 0.0000 0.000 S Only 1 0.0443 2.517 0.0000 0.000 D+L+S 1 O.W OS 2.517 0.0000 0.000 p+�+S+W/2 1 0.0708 2.517 0.0000 0.000 D+L+W+S/2 1 0.0487 2.517 0.0000 0.000 D+L+S+E11.4 1 0.0708 2.517 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 ----- ___ _ _-- -- ---- -- - __ _.__-- ---- Load Combination Support 1 Support 2 Overall MAXimum 1.800 1.800 D Only 0.675 0.675 S Only 1.125 1.125 D+L+S 1.800 1.800 p+�+S+W�2 1.800 1.800 D+L+W+Sl2 1.238 1.238 D+L+S+E11.4 1.800 1.800 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: "� � and then using the"Printing& v Title Block"selection. Project Notes: Title Block Line 6 Printed.29 JUL 2008,414Ptd - �- - ---------- - - -- Flle:P.12007107-238 Yetn Ueek APartrneMs 1CG-SEB)iStratueACahalationNw6caM1U91 DVod beenw.ec6 � Wood Beam Design �c,uc,n�c.,�a�zoos,v,rs.a,e �.��. . - . � . . Description: R02 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 875 psi E:Modulus of Elasticiry Load Combination 20061BC&ASCE7-05 Fb-Tension 875 psi Ebend-xx 1300ksi Fc-Prll 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade No.2 Fv 170 psi Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ,� . , i I I I �J/ I� � BX1O ' i il i BA fl I Applied Loads Service loads entered. Load Factors will be applied for calculations. --- -- _ _---_ _ _ - -------- _ ---- Load for Span Number 1 Uniform Load: D=0.270, S=0.450 klft, Tributary Width=1.0 f ._1JESIl'aN�UMMAR.Y--------------- __ ____---- - ---- - --- __ _ ___ �• . • Maximum Bending Stress Ratio = 0.83Q 1 Maximum Shear Stress Ratio = 0.343 : 1 Section used for this span 6x10 Section used for this span 6x10 , fb :Actual = 835.46psi fv :Actual = 67.14 psi ', � FB :Allowable = 1,006.25psi Fv :Allowable = 195.50 psi ' Load Combination +D+S+H Load Combination +D+S+H , ; Location of maximum on span = 3.973ft Location of maximum on span = O.00Oft � , Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ', �Maximum Deflection ' ' Max Downward Live Load Deflection= 0.000 in ! Max Upward Live Load Deflection = 0.000 in I Live Load Deflection Ratio = 0 <360 I Max Downward Total Deflection = 0.131 in ' I Max Upward Total Deflection = 0.000 in ', Total Deflection Ratio = 731 ' Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=8.0 ft 1 0.955 0.395 5.76 835.46 875.00 2.34 67.14 170.00 +p Length=8.0 ft 1 0.358 0.148 2.16 313.30 875.00 0.88 25.18 170.00 +p+�+H Length=8.0 ft 1 0.311 0.129 2.16 313.30 1,006.25 0.88 25.18 195.50 +D+Lr+H Length=8.0 ft 1 0.311 0.129 2.16 313.30 1,006.25 0.88 25.18 195.50 +D+S+H Length=8.0 ft 1 0.830 0.343 5.76 835.46 1,006.25 2.34 67.14 195.50 Overall Maximum Deflec#ions-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+°Defl Location in Span D+L+g+E11.4 1 0.1313 4.027 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: ` '� � using the"Settings"menu item Project Desc.: V antl then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 Printed 29 JUL 2008,4 14PI�1 — --- - --- -----___—__ Flle:P.12007107-236 YeYn Qeek ADerhneMs(CG-SE911Sbt�ret�Calal2YonlVerticatlUNt DYoof beerns.ec6 iWood Beam Design c�a�c�.c,iNC.,ee3.sooe.v,�:s.o.,9 � �.��. . • � • . Description: R02 Maximum Deflections for Load Combinations -Unfactored Loads _—_ .-- - _ -- ------ ___ -- - _ --- — ----_—_ Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span ----- --- --- D Onty 1 0.0492 4.027 0.0000 0.000 S Only 1 0.0821 4.027 0.0000 0.000 D+L+S 1 0.1313 4.027 0.0000 0.000 D+L+S+Wl2 1 0.1313 4.027 0.0000 0.000 p+�+W+S/2 1 0.0903 4.027 0.0000 0.000 D+L+S+E11.4 1 0.1313 4.027 0.0000 0.000 Maximum Vertical Reactions•Unfactored Support notation�Far left is#1 -- - ____ __ _ __ _ _ — Load Combination Support 1 Support 2 Overall MAXimum 2.880 2.880 D Only 1.080 1.080 S Only 1.800 1.800 D+L+S 2.880 2.880 D+L+S+W/2 2.880 2.880 D+L+W+Sl2 1.980 1.980 D+L+S+E/1.4 2.880 2.880 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: � ) � � and then using the"Printing& Project Notes: v Titie Block"selection. Title Block Line 6 Printed 29 JUL 2008,4 15PM - -- Rk:P.12007�07-238 Yelm Qeelc Apartrne�(CG-SEB)15truc�rallCalalaalfonNerUcdllMAt DYoof beerna.ec6 ��Wood Beam Design ��c��,x�c.,��oae,v�s.o.,e �.��. • . � . . Description: R03 Material Properties Calculations per iBC 2006,cec 200�,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 850 psi Ebend-xx 1300 ksi Fc-Prll 1300 psi Eminbend-xx 470ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525psi Density 27.7pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling __ -- -- - ------ _ --- --- --------� ,s� 3d --------- � 'I * � I I � � � , � I ' � ax�o �� I I a.o n A�pll@d L08dS Service loads entered. Load Factors will be applied for calculations. - -- ___----- _ _ ___--- _ --- Load for Span Number 1 Uniform Loatl: D=0.150, S=0.240 k/ft, TributarV Width=1.0 f _1'!ESl�GIY�UMMARY_------------- ---- -- _------ -- �• . • _ _ _ _ 'Maximum Bending Stress Ratio = 0.639: 1 Maximum Shear Stress Ratio = 0.340 : 1 ' , Section used for this span 4x10 Section used for this span 4x10 !, fb :Actual = 750.09psi fv :Actual = 58.70 psi � ' FB :Allowable = 1,173.00psi Fv : Allowable = 172.50 psi ' Load Combination +D+S+H Load Combination +D+S+H , Location of maximum on span = 3.973ft Location of maximum on span = O.00Oft ; ', Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection , Max Downward Live Load Deflection= 0.000 in ' I Max Upward Live Load Deflection = 0.000 in I Live Load Deflection Ratio = 0 <360 Max Downward Total Deflection = 0.121 in , Max Upward Total Deflection = 0.000 in , ' Total Deflection Ratio = 792 ' � _------ ___ _-------- _ _ _ _ _ _ ____ _-----__ ___ _ _ _ Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=8.0 ft 1 0.735 0.391 3.12 750.09 1,020.00 1.27 58.70 150.00 +p Length=8.0 ft 1 0.283 0.151 1.20 288.50 1,020.00 0.49 22.58 150.00 +p+�+H Length=8.0 ft 1 0.246 0.131 1.20 288.50 1,173.00 0 49 22.58 172.50 +D+Lr+H Length=8.0 ft 1 0.246 0.131 1.20 288.50 1,173.00 0.49 22.58 172.50 +p+S+H Length=8.0 ft 1 0.639 0.340 3.12 750.09 1,173.00 1.27 58.70 172.50 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S+E/1.4 1 0.1211 4.027 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: \ /�/� and then using the"Printing& �� /� Title Block"selection. Project Notes: Title Block Line 6 P��tea zs�u�zooa.a:�sPr� �Wood Beam Desi _n_ _ �:�:�oono�-rear�a�av�m,��accc.sEe>��,v«u�nu,novooro�.�s 9 Er1ERG1LC,INC.1L832008,Ver.6.0.19 �.��, • . • 1 t � Description: R03 Maximum Deflections for Load Combinations •Unfactored Loads -- --____---- ____- —-- -____— -- Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0466 4.027 0.0000 0.000 S Only 1 0.0745 4.027 0.0000 0.000 D+L+S 1 0.1211 4.027 0.0000 0.000 D+�+S+W/2 1 0.1211 4.027 0.0000 0.000 D+�+W+S/2 1 0.0838 4.027 0.0000 0.000 D+L+S+E/1.4 1 0.1211 4.027 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 _-____ _--_ - __ __ __ _ . --- Load Combination Support 1 Support 2 Overall MAXimum 1.560 1.560 D Only 0.600 0.600 S Only 0.960 0.960 D+L+S 1.560 1.560 D+�+S+W/2 1.560 1.560 D+�+W+Sl2 1.080 1.080 D+L+S+El1.4 1.560 1.560 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: � /�� and then using the"Printing& �� Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 200$4 19PM FMe:P.12007107•Z18 YeYn Gleek Meibrenic(CG-SE81�u4nM1CYcUebonlVefticoRUNt Dlroof DOlnm.eCB �Wood Beam Design B16tCALC,MIC.19832DO6,ver:6.Q19 �.��. . . . . - . . Description: R04 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasficify Load Combination 200616C&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling -- --- _----- -- ---------- --- � _------------- - - '�, D 0.15 S 025 I ' t � _i � � � k� ' � 'yFZ��y°�''' y. ��;.f t'7�n� a 'd ^'y �rt,£�4� ,��,.�ip�r "�S�y".,,'�a�..� s ,�°CL� .�€a y� � � ✓ �,5 . �3.� �. �rMT,��e� . ;t ; ,> �r � � � ` _r � a 4��"f :v ��C,p'F�# ��` 'd°S �' �a'�s. �{ �. ��'�''�i .; +' h � s , > � � � � - �-. . � a .� � �, .,�.....�.,..a_��..:_...._�.__.._ �;.�.,...��..._. .,�, v_..,� _...::..a.__ ��_e...,,�....._..u..x....�.,:.:a�� _ .. ,....a�.:.w:._.,___,_..,......._ ..._..,�... W,_�. n� ,. :.�:zr�.�x,,.....a.,_.�...__.............._..__...._t �. , J . _..m 4x8 L\� ' � i ( II � i i �I�� 8.0 fl �, IL_-____._- .- - A liad Loads Service loads entered.Load Factors will be applied for calculations. -__�-_ __-----__ -- - Load for Span Number 1 Uniform Loatl: D=0.150, S=0.250 k/ft, Tributary Width=1.0 f ��ESI('aN SUM�Y --- �- . • 'Maximum Bending Stress Ratio = 0.986 1 Maximum Shear Stress Ratio = 0.467 : 1 j ' Section used for this span 4x8 Section used for this span 4x8 '� � fb :Actual = 1,252.33psi fv :Actual = 80.62 psi FB :Allowable = 1,270.75psi Fv :Allowable = 172.50 psi ' Load Combination +D+S+H Load Combination +D+S+H ' Location of maximum on span = 3.973ft Location of maximum on span = O.00Oft , I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 '� ',Maximum Deflection ! ! Max Downward Live Load Deflection= 0.000 in � i Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 0 <360 ' ' Max Downward Total Deflection = 0.258 in �, �, Max Upward Total Deflection = 0.000 in �, Total Deflection Ratio = 372 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=8.0 ft 1 1.133 0.537 3.20 1,252.33 1,105.00 1.36 80.62 150.00 +p Length=8.0 ft 1 0.425 0.202 1.20 469.62 1,105.00 0.51 30.23 150.00 +p+�+H Length=8.0 ft 1 0.370 0.175 1.20 469.62 1,270.75 0.51 30.23 172.50 +D+Lr+H Length=8.0 ft 1 0.370 0.175 1.20 469.62 1,270.75 0.51 30.23 172.50 +p+S+H Length=8.0 ft 1 0.986 0.467 3.20 1,252.33 1,270.75 1.36 80.62 172.50 Overail Maximum Deflections•Unfactored Loads Load Combinaiion Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L+S+E/1.4 1 0.2579 4.027 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: 1 '�� and then using the"Printing& v Title Block"selection. Project Notes: Title Block Line 6 Printed:29 JUL 200Q 4 19PM ------ -- --------- — — Fqe:P.1200T07-238 Yetn peek MaEmeMS(CG-SE�1Fitruc6ro11CalalemoniVerticadfUNt DYod Oeant.eo6 � Wood Beam Design r�xc.�.c,r+c.�ees-zooe,ver.e.a�e �.��, - . . . . Description: R04 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0967 4.027 0.0000 0.000 S Only 1 0.1612 4.027 0.0000 0.000 D+L+S 1 0.2579 4.027 0.0000 0.000 p+�+g+W/2 1 0.2579 4.027 0.0000 0.000 p+L+W+S/2 1 0.1773 4.027 0.0000 0.000 D+L+S+E11.4 1 0.2579 4.027 0.0000 0.000 Maximum Vertical Reactions-Vi1felCtOf@d Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.600 1.600 D Only 0.600 0.600 S Only 1.000 1.000 D+L+S 1.600 1.600 D+L+S+Wl2 1.600 1.600 p+�+W+Sl2 1.100 1.100 D+L+S+El1.4 1.600 1.600 36'-4 I/2" v��- i � �b � � I � � �------------ -��-`° --------�--- " 1 � __,—_ ---P.t.6x10: _ G 1�------ � � -� ---- ---.-�. ___ , 1-- �, , ,; � ,' � � I 3 0�► I ', p � ,; e � a � „ i F 3 J�' �m r (! x � i'' � ' � � g-F�! W `�' j' $m U,J 4x10 �' ! 4x10 � 4x8 � __ Z __.......... ......... � j� ......._.. ... xl0 � '. i W� (ati F3o6 �°} � c�o i i� 3 i I1 ! � � o � ' � �0 51�1 � 5m y en � lj eN ',� 0 � e s�r'I. ! • N _ � .._.__W� x Go�-J � ( 0 _ � � _ � � N X � N ^ XS __. ..+� ( 6 � - ,I �-_ .�_ __ 0 � � � F �3 i f �m � L ' s �'X� �R"3 I/8�� 9�� ;�`,�i�'+ i i., � _� __. . . 9 1/ 'x9" _ ' � � _ ' _ _ _ _. i i • • • ,' i, A N �G � W� • � � cv _ � ! ,_i , , � � � . .I, � l . o �U _ � 0 � ,, e � l.. ( � ( _�i. __. ...;� -�: N �„�..:� ..__: C _..�p. _...__.__.._ 0 � — G �. G � ._._ — , . � -r , i N W I � ' � 4X8 _,� �XS ( ; _. 4x8 4x8 � _ -,,,_- _ ; .�.;_: �- _ �1 ; ��o x �302.. a �oR raiR ' � � a �Rarn r� - I t �€� ; � 5m ;; i 1 9EE' 4mm ; ' • � ' c� l� � ': � � _._ ,: , _�_. _._.� _..;"� � a � ° • 0 a � 0 = _ - �' �: � W � CV 0 N X N N N � X X ^ ' � � _ N � C-k-= Ii � � N ��y'��°_:.�i �?�,�� i' �__..�__._ I; _. �8 Lt4' _ � _. .�- -- — _ x;_. _ �'.; � �� 4x8 ; i 4x8 � � i� � � __._. _._...- u- _..._ � , � �. -— - - - � � i -- ---- 3 ---- - i - —� N �m � 3oi co6 U� e D � ''�� IOVER 2ND PLOOR WALLS) 36'-4 I/2" , , v�e i �, , , __i______________�� 2_____.�_ � , � • P�bxlm--- -- -�- --_. _— - __- ---�_ __________ _ --�-- , _ ;;____.--- i ao �; 5m � � � i � �� i, 0 � ; 3 - x - I1 �' O 0 � ; �+ .9 �f g0 � � ,, X _ " � • 5m i; SIM. , I 6 � � � + �; ' 4x10 6'': W I.j 4x10 4x8 � T _ - — —- . .......... .. _.._........... xl0 �_.._....._._. ......... +� � : ; G� �, 3 ! wl / u � i i i l, I� r�.(d � � ':' SIM ; � • �2 � 0 r. ; � 0 ; _ . i � 0 N � � N -.. ...._? 0 fV I ` 0 _ N N ....�__.......i � — �� E � cv X ^ �� x ^ � �►� �� X8 � N _..._ �� ....._.. ............ .__..:' ___`. _ 6 � -- �. I A 5(d ; r, 5(d }� � ( �+� , i � �; � �� i.; S IM.; + �' 'P'9 1/8" " i'��' � � __ ._._�_�3 I/ 'x9" __.. � l� � _ _ _ —. ..—_. - � P. ,y ; � G.L FF 0 = i' WI �_I ,,. i _ c� , i'', . � X � �! � SIMPSON �r � � • l2 � .=- �" �� i I LU28 - TYP. � A at ._'; _9 � �:., !:_ ;' i i.. _ _ �._ , X �__ _. __; : __ -- - -- 0 r+ `" � _..._ __ x Gl 6 LI _ � � ( 4x8 =.._. 4x8 `� 4Xs �! �aXa W --�--� -�--- --��-- . �` i � x� e , l i �, , , � � � � �; �� 0 _ � r�m � -- • � ' i � � ;i _ _:! U !� � t� I; . . --_ .: __.,,�':. a ' � , a • .... .i � � 0 H 1' AX � H fV . .. X � X — ' N X X � � ._ ! �� . �'`� �I , N N . �I, �k6 j� !� I �X8 �' ._.._._. -- _ ...__ _..—.�—— —+—— —— � — — — ' � k _ '; � 1 I � �,--- 4x8 _�', _ _._�_ I _ ` --�-- ----- -- ------ ---�---�---� •—r — 3 � � � o��o s�rs° �m C�5 � � U�t eD 2 ND ��►Z, a M � s S�� - AS (OVER 1ST FLOOR WALLS) ; �� FL� Floor � ' Plans SCA��: 1/8"=1'-0" 000 Anderson - Peyton �Q ❑0❑ Structural En eneerin Consultants JOB # SHEET OF S b' ❑O❑ ADivisionofACPConsultants,lnc. DESIC�iNED DATE PROJECT CHECKED DATE 3 �D �l►�°r� v�t2T1 C/a'�� b-S i�,�) C V ��1' .D � F �01 � L = 5 ' , l�J = C 4 0 � 1' SF x ( �+-'��.., (' g� ��`'�- �'30 �. , L = 4-.�' W = ( Z ° , p�F� Z G/' � a 6 � �' � - 4.b z 5 �w � � 3�3 , L= 4. ' , � - � 4 0 � n '� '� �6%L = � �i a � �'�F F 304- - � � r� I F 3 � s, �-= � '- , w = C 46 � �5� �c S/ + � 4�) �'�� xl6%z - � 4$ 4 � i'�� o � L� �t,�—, � lN - ( 4 �' � 1'sFX 8%Z � C �i6`�' � p �� F 3 °`�- , L=- � ' � W = ( 4,� ) �'s� x z4-'/�_ ��"� � � P� 4 31620 23rd Avenae South, Suite 321, Federa]Way, WA 98003 • Phone: (253) 941-9929 Fax: (253; 941-9939 Seatde/ Eastside (206) 292-0940 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: � g � and then using the"Printing& Project Notes: Title Block"selection. Title Block Line 6 Printed 29 JUL 2008.4.39PR1 File:P.12007107.238 Yelm Creek Marbnerds IC�-SE611Sb�t�allCWcula6onlVerdcallUNt 013rd tloa Deams.ec6 �Wood Beam Design ��cac,x�c.,se3zooe,va:s.o.,e �.��. . - . . • . Description: F301 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling ! � � . �: �, i I � 2-2x10 i � �I --------5_Q11 ._._. . _ -_._ .__.------- ....._._ ._. _.. .___ . _. . . _--.. I A lied Loada Service loads entered.Load Factors will be applied for calculations. - P�.--- __ __ - - _ Loatl for Span Number 1 Uniform Load: D=0.140, L=0280 k/ft, Tributary Width=1.0 f '_.�ESII'aALSU�AAAi9RY---__.___------------- �• • • -__ _ ___- -- _ , Maximum Bending Stress Ratio = 0.394: 1 Maximum Shear Stress Ratio = 0.267 : 1 ; j Section used for this span 2-2x10 Section used for this span 2-2x10 ' fb :Actual = 368.14 psi fv: Actual = 40.00 psi FB :Allowable = 935.00psi Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H �� ', Location of maximum on span = 2.517ft Location of maximum on span = 4.262ft i Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ' �'Maximum Deflection ' Max Downward Live Load Deflection= 0.015 in I Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 3877 ' Max Downward Total Deflection = 0.023 in � ', Max Upward Total Deflection = 0.000 in ' Total Deflection Ratio = 2585 �__ _ _ _____- - - --_ . - -- --__ _--- - --__---_----- _ _ Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=5.0 ft 1 0.394 0.267 1.31 368.14 935.00 0.74 40.00 150.00 +p Length=5.0 ft 1 0.131 0.089 0.44 122.71 935.00 0.25 13.33 150.00 +D+L+H Length=5.0 ft 1 0.394 0.267 1.31 368.14 935.00 0.74 40.00 150.00 +D+Lr+H Length=5.0 ft 1 0.131 0.089 0.44 122.71 935.00 0.25 13.33 150.00 +D+0.750Lr+0.750L+H Length=5,0 ft 1 0.328 0.222 1.09 306.75 935.00 0.62 33.33 150.00 Overall Maximum Deflections•Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0232 2.517 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: �� ,{ and then using the"Printing& � Title Block"selection. Project Notes: Title Block Line 6 P��ed zs�u�zooa a ssPna �Wood Beam De�i n �:P:��o�.�Y��-�e»��,��,�� 9 e+�cuc,iNC.,sa�-zooe,va:s.a,e � 1.1 1� • �• � � t f Description: F301 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0077 2.517 0.0000 0.000 L Only 1 0.0155 2.517 0.0000 0.000 Lr+L Only 1 0.0155 2.517 0.0000 0.000 D+Lr+L 1 0.0232 2.517 0.0000 0.000 Maximum Vertical Reactions•Unfactored Support notation:Far lefi is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.050 1.050 D Only 0.350 0.350 L Only 0.700 0.700 Lr+L Only 0.700 0.700 D+Lr+L 1.050 1.050 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: \ j� � and then using the"Printing& Project Notes: V Title Block"selection. Title Block Line 6 P��cea:zs�u�2ooa a:asPr�� - . Fue:v:�zoono�-r.ts ret�Geea nvaronems lcc-see>>se�cuanca�a+aoonroen�nunn�a noa e�s.ees i�Wood Beam Des�gn ��,,N�.,�.�,,,,,:s.a,�, . �.��. . _ . . . . , ,_ . � Description: F302 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850.0 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling . _ _ ____ - - - --- -- - _ - ___I i �i I � i ,� ,� z-sx,o � I I II I � I _-- _ --- _ __ _---� _ ason_ _ . ' . ' lied Loads Service loads entered Load Factors will be applied for calculations. '�'PP---- ----___ --- - --- ---- _-- --- Load for Span Number 1 Uniform Load: D=0.260, L=0.520 k/ft, Tributary Width=1.0 f �DESIGN�lIMMA1�Y-----------__- __ - -_ _ _ - ---_ __ _-_ . � • . . Maximum Bending Stress Ratio = 0.592 1 Maximum Shear Stress Ratio = 0.420 : 1 �' ' Section used for this span 2-2x10 Section used for this span 2-2x10 ', � fb :Actual = 553.78 psi fv : Actual = 63.03 psi ', FB :Allowable = 935.00 psi Fv :Allowable = 150.00 psi � Load Combination +D+L+H Load Combination +D+L+H ' Location of maximum on span = 2.235ft Location of maximum on span = 3.745ft I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection �, Max Downward Live Load Deflection= 0.019 in Max Upward Live Load Deflection = 0.000 in ' ' Live Load Deflection Ratio = 2864 ' Max Downward Total Deflection = 0.028 in , Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1909 , Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fu-allow Overall MAXimum Envelope Length=4.50 ft 1 0.592 0.420 1.97 553.78 935.00 1.17 63.03 150.00 +p Length=4.50 ft 1 0.197 0.140 0.66 184.59 935.00 0.39 21.01 150.00 +p+�+H Length=4.50 ft 1 0.592 0.420 1.97 553.78 935.00 1.17 63.03 150.00 +D+Lr+H Length=4.50 ft 1 0.197 0.140 0.66 184.59 935.00 0.39 21.01 150.00 +D+0.750Lr+0.750L+H Length=4.50 ft 1 0.494 0.350 1.65 461.48 935.00 0.97 52.53 150.00 Overail Ma�cimum Deflections-Unfactored Loads --- - - - ----- Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0283 2.265 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: � /�1 and then using the"Printing& Project Notes: \/ '� Title Block"selection. Title Block Line 6 Printed.29 JUL 2006.4:43PM --- — — Flle:P:12007UI7-138 Yekn Creek MartrneMs(CG•SEB)1StruAaplCelaiatlonlVeiticeAUdt D13rd 1ba beams.ec8 �Wood Beam Design ��,�N�.,��.�,�s.o,9 �.��. . - . � � . Description: F302 Maximum Deflections for Load Combinations -Unfactored Loads - ---- -------------_ _-- _--- -- --_— - – — Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0094 2.265 0.0000 0.000 L Only 1 0.0189 2.265 0.0000 0.000 Lr+L Only 1 0.0189 2.265 0.0000 0.000 D+Lr+L 1 0.0283 2.265 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far lefi is#1 Load Combination Support 1 Support 2 Overall MAXimum 1.755 1.755 D Only 0.585 0.585 L Only 1.170 1.170 Lr+L Only 1.170 1.170 D+Lr+L 1.755 1.755 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: ` ,� � and then using the"Printing& Project Notes: � Title Block"selection. Title Block Line 6___ ___ ______ P�mced zs�u�zoos.a aaPi,� - --- Flle:P.12007�07-138 Yelm Creek Apabne�(CG-SEB)iStrudurellCY�ula6onlVerticaRUNt D13N floa beams.ec6 Wood Beam Design ��,►��.,�-�,�s.a,s ,.��. - • . . . Description: F303 Material Properties Calculations per IBC 2006,cBC zoo7,2oos N�s Analysis Method: Allowable Stress Design Fb-Compr 850 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 850 psi Ebend-xx 1300ksi Fc-Prll 1300 psi Eminbend-xx 470ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling � ! II ; ", ' � _ . __ _ �_�._.. r�;. _ _. �i < 'I � 2-zx,o , , i ' , I i � _ - � -- . __ . _ --_ _ _ ___ a.o� ___. _ ___ -- --- _ _ _ - __ __ _! A II@d L08dS Service loads entered. Load Factors will be applied for calculations. --- ---- - --- Load for Span Number 1 Uniform Load: D=0.260, L=0.520 klft, Tributary Width=1.0 f __t?ESIfN�SUMMARY_----- __ �- • • ------ _ _--__ ----- Maximum Bending Stress Ratio = 0.468 1 Maximum Shear Stress Ratio = 0.351 : 1 � Section used for this span 2-2x10 Section used for this span 2-2x10 ; fb :Actual = 437.56psi fv :Actual = 52.63 psi �' I FB : Allowable = 935.00psi Fv :Ailowable = 150.00 psi ' Load Combination +D+L+H Load Combination +D+L+H j '�, Location of maximum on span = 1.987ft Location of maximum on span = O.00Oft ; Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ,Maximum Deflection , Max Downward Live Load Deflection= 0.012 in ', Max Upward Live Load Deflection = 0.000 in , , Live Load Deflection Ratio = 4078 ' �! Max Downward Total Deflection = 0.018 in ' Max Upward Total Deflection = 0.000 in i � Total Deflection Ratio = 2718 ' Maximum Forces&Stresses for Load Combinations __ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=4.0 fl 1 0.468 0.351 1.56 437.56 935.00 0.97 52.63 150.00 +p Length=4.0 ft 1 0.156 0.117 0.52 145.85 935.00 0.32 17.54 150.00 +D+L+H Length=4.0 ft 1 0.468 0.351 1.56 437.56 935.00 0.97 52.63 150.00 +D+Lr+H Length=4.0 ft 1 0.156 0.117 0.52 145.85 935.00 0.32 17.54 150.00 +D+0.750Lr+0750L+H Length=4.0 ft 1 0.390 0.292 1.30 364.63 935.00 0.81 43.86 150.00 Overall Maximum Deflections-Unfactored Loads _ Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0177 2 013 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: �,Ir, � and then using the"Printing& ��! Title Block"selection. Project Notes: Title Block Line 6 Printed 29 JUL 2008,4 44PM ---- Flle:P:1200N17-238 Yelm Qeek MarlmeMs(CG-SEB)IStr�CekYiaGOnlVaNcallUHt D�M Aoa beams.ec6 Wood Beam Design -- - -- -- �,��c,��.,�-�,Ver.6.0.19� �.��. - . � . . Description: F303 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0059 2.013 0.0000 0.000 L Only 1 0.0118 2.013 0.0000 0.000 Lr+L Only 1 0.0118 2.013 0.0000 0.000 D+Lr+L 1 0.0177 2.013 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notaiion:far lefi is#1 Load Combination Support 1 Support 2 -- —_. _. Overall MAXimum 1.560 1.560 D Only 0.520 0.520 L Only 1.040 1.040 Lr+L Only 1.040 1.040 D+Lr+L 1.560 1.560 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: � j�/ and then using the"Printing& v �� Title Block"selection. Project Notes: Title Block Line 6 ____ P��mea:zs�u�zooa a:ssPO� - - - Flle:P:120D71W-23B Yetn Qeek ADabnonts(CG-SEB)1Strudua�Cak�lalionlVerticaf�UNt Dl3rd Aoa beams.ec6 �Wood Beam Design ��,��.,�,�20�,�6.o.,s � �.��, - . � . . Description: F305 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 875 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 875 psi Ebend-xx 1300ksi Fc-Prll 600 psi Eminbentl-xx 470 ksi Wood Species Douglas Fir- Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 170 psi Ft 425 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling �I �, D0.184 L0.16 � _.-_- -_- ,._. . , ,,� - �, ,. . .. - . , 7., �.. �,. . � �, � . �� , ,.,; , �, g'"��'.a � . , . .. ��F i �,� � .. I ,� _ � .. _.. ... . . , ��:�, �,-' �`, w..+,�: �`.� , � . I � 6xt2 I I I I 1250ft I ��... . . _ -_____ . . .. ._ ____ -____ _......___-__.___-._.__-__.- ___ __.__ _ ... .. _. ..____ ___...� A 118d L08dS Service loads entered. Load Factors will be applied for calculations. __�p__-------__._.___- _ Load for Span Number 1 Uniform Load: D=0.1840, L=0.160 k/ft, TributarV Width=1.0 f ..DFSlGN�1J�MA13Y_------------------------- �- • • ,Maximum Bending Stress Ratio = 0.760 1 Maximum Shear Stress Ratio = 0.256 : 1 I Section used for this span 6x12 Section used for this span 6x12 , ' fb :Actual = 665.03psi fv :Actual = 43.46 psi ' FB :Allowable = 875.00psi Fv : Allowable = 170.00 psi ' Load Combination +D+L+H Load Combination +D+L+H ', Location of maximum on span = 6.292ft Location of maximum on span = 11.577ft j Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection ' Max Downward Live Load Deflection= 0.098 in ', Max Upward Live Load Deflection = 0.000 in ! Live Load Deflection Ratio = 1530 ' Max Downward Total Deflection = 0.211 in ' Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 711 ' Maximum Forces 8�Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values _ Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=12.4161 ft 1 0.760 0.256 6.72 665.03 875.00 1.83 43.46 170.00 Length=0.083893 ft 1 0.760 0.256 6.72 665.03 875.00 1.83 43.46 170.00 +p Length=12.4161 ft 1 0.407 0.137 3.59 355.72 875.00 0.98 23.25 170.00 Length=0.083893 ft 1 0.407 0.137 3.59 355.72 875.00 0.98 23.25 170.00 +p+�+H Length=12.4161 ft 1 0.760 0.256 6.72 665.03 875.00 1.83 43.46 170.00 Length=0.083893 ft 1 0.760 0.256 6.72 665.03 875.00 1.83 43.46 170.00 +D+Lr+H Length=12.4161 ft 1 0.407 0.137 3.59 355.72 875.00 0.98 23.25 170.00 Length=0.083893 ft 1 0.407 0.137 3.59 355.72 875.00 0.98 23.25 170.00 +D�0.750Lr+0.750L+H Length=12.4161 ft 1 0.672 0.226 5.94 587.70 875.00 1.62 38.41 170.00 Length=0.083893 ft 1 0.672 0.226 5.94 587.70 875.00 1.62 38.41 170.00 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: ` ,�� and then using the"Printing& �� Title Block"selection. Project Notes: Title Block Line 6 a�mtea zs�u�2ooe,a:ssPna ---- — — -__- ---------- Flle:P.1200T07-238 Yelm Creek ADaoNierqs lCG-SEB)f;ibuc�rallCalalatimlVerticaflUril D13rd tloar beanrs.ec6 � Wood Beam Design ��c,�c.,�-zooe,Ver.6.0.19� �.��. - . . . . Description: F305 Overali Maximum Deflections•Unfactored Loads _ --- - -- ---- - ----- ---- Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.2108 6.292 0.0000 0.000 Maximum Deflections for Load Combinations -Unfactored Loads --- Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.1127 6.292 0.0000 0.000 L Only 1 0.0980 6.292 0.0000 0.000 Lr+L Only 1 0.0980 6.292 0.0000 0.000 D+Lr+L 1 0.2108 6.292 0.0000 0.000 Maximum Vertical Reactions-UtlfdCtOr@d Support notation:Far left is#1 - --------------_- - Load Combination Support 1 Support 2 Overall MAXimum 2.150 2.150 D Only 1.150 1.150 L Only 1.000 1.000 Lr+L Only 1.000 1.000 D+Lr+L 2.150 2.150 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: \ l�� and then using the"Printing& Project Notes: v Title Block"selection. Title Block Line 6 P�m�ea zs�u�zooa,a:s�PM FYe:P.12007107-238 Yekn Reek AParbneMs((Xi-SEB}1StrucWreflCa�ulalionNeiticaNUdt DL3rd Iloa beeir�s.oc6 �Wood Beam Design ��ca.c,mc.,e�.�ooe,v,,:s.Q,s �.��. . . . � . � Description: F306 Material Properties __ caicuiat�ons per iac 2oos,CBC 2007,2005 NDS Analysis Method: Allowable Stress Design Fb-Compr 850 psi E:Modulus of Elasticity Load Combination 20061BC&ASCE7-05 Fb-Tension 850 psi Ebend-�c 1300ksi Fc-Prll 1300 psi Eminbend-xx 470 ksi Wood Species Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _ _ _ _ - . -- - I � • . � , . -- � � , � . � ; I � �� "" ° " `��"�� I , � � � ��'� �� *�' � i _ _ __._. __ _, _ - -. :'`_ �.. _ _.�_� �.��___..�:.� _, _ ' I � 4x10 . . " �___._.. � II � � � � i I � .6-0ft_ .__.. ..____ _-_.__- -___-___.. II _ A�plied Loads Service loads entered. Load Factors will be applied for calculations. - -- ---_ _ _ Load for Span Number 1 Uniform Load: D=0.3440, L=0.480 k/ft, Tributary Width=1.0 f _�ESlfN�UMMARY__ _------- �• • � '�Maximum Bending Stress Ratio = 0.874: 1 Maximum Shear Stress Ratio = 0.569 : 1 � Section used for this span 4x10 Section used for this span 4x10 , fb :Actual = 891.46psi fv :Actual = 85.32 psi ' FB :Allowable = 1,020.00psi Fv :Allowable = 150.00 psi ' Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.980ft Location of maximum on span = 5.235ft i ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection I! Max Downward Live Load Deflection= 0.047 in ' Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 1527 Max Downward Total Deflection = 0.081 in 'i ' Max Upward Total Deflection = 0.000 in I ' Total Deflection Ratio = 889 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Vaiues Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=6.0 ft 1 0.874 0.569 3.71 891.46 1,020.00 1.84 85.32 150.00 +p Length=6.0 ft 1 0.365 0.237 1.55 372.16 1,020.00 0.77 35.62 150.00 +p+�+H Length=6.0 ft 1 0.874 0.569 3.71 891.46 1,020.00 1.84 85.32 150.00 +D+Lr+H Length=6.0 ft 1 0.365 0.237 1.55 372.16 1,020.00 0.77 35.62 150.00 +D+0.750Lr+0.750L+H Length=6.0 ft 1 0.747 0.486 3.17 761.63 1,020.00 1.57 72.90 150.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.0809 3.020 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: � r� � and then using the"Printing& �� Title Block"selection. Project Notes: Title Block Line 6 Printed 29 JUL 2008.4 57PM �Wood Beam Desi-n--- �:P:��.�Y�,��i�-�a,��,�,��,��,�� g �cac,�c.aee�xo�s,v�:s.o.,s �.��- - � � . � Description: F306 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0338 3.020 0.0000 0.000 L Only 1 0.0471 3.020 0.0000 0.000 Lr+L Only 1 0.0471 3.020 0.0000 0.000 D+Lr+L 1 0.0809 3.020 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 2.472 2.472 D Only 1.032 1.032 � L Only 1.440 1.440 Lr+L Only 1.440 1.440 D+Lr+L 2.472 2.472 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: � /� � and then using the"Printing& �� Title Block"selection. Project Notes: Title Block Line 6 Printed 29 JUL 2008.4 59PM �Wood Beam Des i n �:P.120071p7.T38 YeY�Qeek Apa�bneMs(CG-SEB)1S4uctuallCdala6onlYerticat�UNt Dl3rd Aoa beans.ec6 9 -- -- ENERCALC.INC.1983�2008,Ver.6.0.19 � �.��- - • � � � Description: F307 Material Properties Calculations per IBC 2006,CBC 2007,2005 NDS Analysis Methotl: Allowable Stress Design Fb-Compr 2400 psi E:Modulus of Elasticity Load Combination 200616C&ASCE7-05 Fb-Tension 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling -- _ ___- -- - __ _ _ __ __ 'I ` � � ` � I i � ��, 3.125x9 ', � I I I i �i I I I ii , i 80tt ! �-�---- --____. _._. . . __._-- -._ .___ .- --___ _ _.. ._�! A lied Loads Service loads entered.Load Factors will be applied for calculations. --�---- --- Load for Span Number 1 Uniform Load: D=0.240, L=0.480 k/ft, Tributary Width=1.0 f DESlGN S(JMJYL9RY--_-------_--------___ _.__ __ _ ___-- �- . • Maximum Bending Stress Ratio = 0.68� 1 Maximum Shear Stress Ratio = 0.478 : 1 �� Section used for this span 3.125x9 Section used for this span 3.125x9 � , fb :Actual = 1,638.33psi fv :Actual = 126.80 psi ' I FB :Allowable = 2,400.00psi Fv :Allowable = 265.00 psi ' Load Combination +D+L+H Load Combination +D+L+H ' Location of maximum on span = 3.973ft Location of maximum on span = O.00Oft ' Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 'Maximum Deflection � Max Downward Live Load Deflection= 0.131 in ' i Max Upward Live Load Deflection = 0.000 in , I Live Load Deflection Ratio = 733 ' Max Downward Total Deflection = 0.196 in � ' Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 489 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length=8.0 ft 1 0.683 0.478 5.76 1,638.33 2,400.00 2.38 126.80 265.00 +p Length=8.0 ft 1 0.228 0.159 1.92 546.11 2,400.00 0.79 42.27 265.00 +p+�+H Length=8.0 ft 1 0.683 0.478 5.76 1,638.33 2,400.00 2.38 126.80 265.00 +D+Lr+H Length=8.0 ft 1 0.228 0.159 1.92 546.11 2,400.00 0.79 42.27 265.00 +D+0.750Lr+0.750L+H Length=8.0 ft 1 0.569 0.399 4.80 1,36527 2,400.00 1.98 105.66 265.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+L 1 0.1963 4.027 0.0000 0.000 Title Block Line 1 Title: Job# You can changes this area Dsgnr: using the"Settings"menu item Project Desc.: �C" and then using the"Printing& Title Block"selection. Project Notes: Title Block Line 6 Printed 29 JUL 2008.4 59PM �Wood Beam Desi n ---- ---- �ue v:,x�oia�.z3a rdm a�n�m�icc.sEe>,su�nc:�eu��vmu�a,urn o�o,aa o�.�s 9 ENERCALC,INC.1983-2008,Ver.6.0.19 1.1 1• • f ! � � Description: F307 Maximum Deflections for Load Combinations •Unfactored Loads Load Combination Span Max.Downward Defl Location in Span Max.Upward Defl Location in Span D Only 1 0.0654 4.027 0.0000 0.000 L Only 1 0.1309 4.027 0.0000 0.000 Lr+L Only 1 0.1309 4.027 0.0000 0.000 D+Lr+L 1 0.1963 4.027 0.0000 0.000 Maximum Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Overall MAXimum 2.880 2.880 D Only 0.960 0.960 L Only 1.920 1.920 Lr+L Only 1.920 1.920 D+Lr+L 2.880 2.880 v�2 Column/Post Table �oYZ U�j 1't��/ Column/ Wall Typ Location W/ Beam or Truss Load Size Comments Post # f2c oF- C o I ��c 6 �'-� z b � 3 . Z 4.K K ��Z �X( �-c� �Z + '2°`f �' �,� � �K �� , �� C � 3 Z,c6 � n I t � g,k � � Z Z. S� K C �4 �.XG �e 3 � . 56k os � �� 3r�D � � oS�` �1l� G' o (, i X � �3, I C o�. �-X4. Z � F 3 � z Z � �,� G�� 3,Y�.,'` � o g Z ,� y- F ; � Z � ��-6 K Go � �..x4 F 303 �' s �k G c c� �-x � F3� 4 = -� 3b � � • o � K + c o� t�.Q. = s•Yl`'` G � � z.x6 F3b5 �. � rk ct2 zx � F ; ° G z, �.�.K v�3 Column/Post Table Column/ Wall Typ Location W/ Beam or Truss Load Size Comments Post # G (3 1�c 4 � 3 0�- 2' $ �K �-f-�� C� 4- �-x 6 :"DFI.K G cS z,� 6 �. ,c �Qb z- I K C l � �- �4 2 x C�-}- � . o L�K �-�� C ��- �x y- �-� � � g 3. 5 Z K ��.' �#" c� g �,�ti- 2 K c d � 3. ��.,K ,titi�� 2 .� (< c� q Zx6 � XCio � t GoL {�� }'� � ti� � Cz� zx6 2 � c,� � �-� 3 �K Cz� Zx (, z,c � � Z �#•�i4-� t�,�{� CL1 �-X4- 2 � �. �3 5• T �K �� L � PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: 07-238 Lateral Structural Calculations OOO Anderson- Peyton Sheet_1_of O O O Structural Engineering Consultants Date: 8/1/2008 ❑❑❑ ADivisionofACPConsullants,�„�. 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Elev:331.4 ft Climb Dist:4,613.5 ft Desc Dist: 1.4 mi Data use subjectto license. *N Scale 1 :28,125 ! o eoo isoo �zaoo aZOO a000 n O 2006 DeLorme.Topo USA�6.0. �MN(17A°E) o � ,� � �o ,�� www.delorme.com 1"=2,343.8 ft Data Zoom 12-7 �� • Topo USAO 6.0 , M\��rIRECTNWQ �Oy�� , i� � � y,`� ��iy �x "� I .. .... �1 9(G \�'S � ,�l�L� ��,, \l �''� �. { '�'r a:�ze'�' ., . �. ��i4 � F Z pG \ / � i : �� ti � p �c,� � � �:` � r � � . ��,339TH ST_S � I Jvy��iy��a��\wQ-� � �o�.��`�� / � � � �� z �,` ,�,. w N O L �y z 3m. z` ,� �+� t 'V� ��""� y e � �i�,y � (.q � 'PU� ' � � tn � ��/��{��:.�� y�R� � , � �' � y �� O�V'\(4� �j`� '�7pA(, -�004�� W tLL1/1 iti �+.'?".:.' � � �{ `°•� �Q .✓'�'��e ��... � � �� y �ay�G��' 510.� . tEG��fG�� U U `�. �Q.`��•f �" .. ��.. ils �6,. �p�.:'"a� x° �. � � � �'�SF � `�C1'�' � Q�R �� r s� � � i, S � �r � � ;�i. ,�' �iy � ,. � � '� c� `, l�'�/yqL . ,2r` �'�'qL �'� �^',,��,g�,��;p� D �,._.1VAL RD AJ r �F ''"'� ,� `+p < 1� \SF '- < : , \� S ��;�„�S ,�, , j��03RQAVESE hv'�--m. � 10\AVESE*t� _ �� ,.L�� ,3 ` e�" � r%"tWn k�::Vwi .��,�:�_n' .._ �•' ,Z.� :� ,u •C�J`4 ��F �`�"�;,a . �'�� cy�`;; -. �o� �-- � �,; , . ;�° , ., �� A�, W f+J .��N- �� ` t -�, s,��' O � 'm� 105TH WAM SE V � a. F �� e 105^_0 Crcek St SE �t.�' �,'= �°j�D � � ,, �, � 8 �.t �; 09 `��:: .� v '�� i l � �+'�*'.� 507 o� � � yu ' _ �fs a 507 t � � �� , �r r J, tWi� j �. � a,.1 EN W �� ' � � w�'�,` ��,� Nm�s�1 . ma�.� � �r ,.,� � .` ' °� .` F �� ' **�. *3 �f -,:. ,, P; ; . o9�r+a se._ � � . �: x� � �� ` %`�os ' s� ��,> ':F. s�v �. � ,r,� i�Cina A�' �iom a s� c� �r' `� � � � �.-- � �a ; -� � r_ "� �;, z "'"° Ha J W �.. �, yw ...� � 3 <,_ _ .. , .'� '��.,-: � : Q� D �- � � �°�� r"; ` J' �� 4'"� � w�x F. ;' ��.5. r s- z O �,. ' J R.O t �� n `., J " I �Y[�,y,V I Z W�� Q�� .�4 � >� ��:. �,��1_tn� C< � .,. I'�'4 �. i. � Q �� 0 �� ,. Q ,��: �.:� +,�s � ,'� ;a � � � , �� , `' ��,� a �^ BALD HILLS RD SE � . w�� yg�"��;"'„� � � . t- �/a� �.��, v "'a' C � `-�* ,t, Y t�`.. 4"+.�, Y r' „ S•: � ? #�± �'� f„ �,. °� . � .. 3�`�� ' ��a�"rc��•�°Rr�`�� .� ,` 3 ;„. ,-:� 3 Q1 ,po c.�; �-!" �'p.,'�'� �,s � °� �+''�� .� � a >) �S�•'9/- �:"`� � �_ �� 1 _ , �� K'� » �� . SE F'� ,� ° �', �.� � � �; �f ��W . , �, a. .,._ �.., . , .. : ,- - . ; 361.4 ft ��T 350 ft 340 ft 330 ft 0 mi 1,584 ft 3,168 ft 4,752 ft 1.20 mi 1.50 mi 1.80 mi 2.13 mi Lin Dist:2.1 mi Terr Dist:2.1 mi Elev Gain:20.8 ft Avg Grade:0 Climb Elev:52.6 ft Desc Elev: 31.8 ft Max.Elev:361.4 ft Min. Elev:331.3 ft Climb Dist: 1.1 mi Desc Dist:5,012.4 ft Data use subject to license. TN* Scale 1 :25,000 O 2006 DeLorme.Topo USA�6.0. I MN(1].1°E) � � �� B� �4� � I r a �� .� � � ,� m www.delorme.com V 1"=2,083.3 ft Data Zoom 13-0 � s Conterminous 48 States 2006 International Building Code Latitude = 46.934 Longitude = -122.572 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.139 (Ss, Site Class B) 1.0 0.397 (S1, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 46.934 Longitude = -122.572 Spectral Response Accelerations SMs and SM 1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.044 ,Fv = 1.607 Period Sa (sec) (g) 0.2 1.189 (SMs, Site Class D) 1.0 0.637 (SM1, Site Class D) Conterminous 48 States 2006 International Building Code Latitude = 46.934 Longitude = -122.572 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.044 ,Fv = 1.607 Period Sa (sec) (g) 0.2 0.793 (SDs, Site Class D) 1.0 0.425 (SD1, Site Class D) �-6 PROJECT: DATE:7/29/2008 Yelm Creek Development SHEET_OF NAME:YHW JOB#:07.238 SE/SMIC ANALYSIS: Site Class: Site Class: D (IBC Table 1613.5.2) Site Location: Longitute: 46.934 Latitude: -122.572 Site Coefficients: (USGS Open-File Report 01-437) Ss= 113.9/o F� 1.044 T�= 6 S�= 39.7 o F� 1.607 SMS=Fa*SS= 118.912 %(IBC Eq.16-37) SM,=F�•S,= 63.7979 %(IBC Eq.16-38) Spectral Response Parameters: Sos=2/3*SMS= 79.2744 %(IBC Eq.16-39) Sp�=2/3*SMi= 42.5319 %(IBC Eq.16-40) Structure Period: Ta=C�'(h�)"= 0.3181 (ASCE Eq. 12.8-7) h� = 40 Ft. C, = 0.02 (ASCE Table 12.8-2) x = 0.75 (ASCE Table 12.8-2) C� = 1.4 (ASCE Table 12.8-1) T�MqX�=C�*Ta= 0.4454 (ASCE 12.8.2) Seismic Use Group: Occupancy Category: .i o'II�I or II, III,IV (IBC 1613.5.6) I= 1.00 (ASCE Table 11.5-1) Seismic Design Category: Seismic Design Category: D (IBC 1613.5.6) Seismic Design Category(Sps): D Table 1613.5.6(1)Short Period(Sos) Seismic Design Category(Sp�): D Table 1613.5.6(2)1 Second Period(Sp�) Seismic Response Coefficients Cs=Sps/(R/IE)= 0.1220 (ASCE Eg 12.8-2) R= 6.50 (ASCE 7 Table 12.2-1) Wood Sheathed Walls IE= 1.00 (ASCE Table 11.5-1) CS(Max)-SDi��R I IE�'Ta)OR Sp�"T�/((R/IE)*Ta^2) 0.2057 (ASCE Eg 12.8-3&4) Cs�Min�=0.01 OR 0.5*S1 /((R/IE)= 0.01 (ASCE Eg 12.8-5&6) V=CS*W= 0.1220 W (Ultimate Strength) Va=CS/1.4'W= 0.0871 (Aliowable Stress) (253)941-9929 31620 23rd Ave.S.,Suite 321 ANDERSON-PEYTON (253)941-9939 FAX Federai Way,WA 98003 Structural Engineering Consultants �� PROJECT: DATE:7/29/2008 Yelm Creek Development SHEET_OF_ NAME:YHW JOB#:07.238 WIND ANALYSIS: Basic Wind Speed,V= 85 mph Section 6.5.4 Exposure Category: I,e___ I� Section 6.5.6.3 Mean Roof Height,h= 40 feet Alpha= 7 Parapet Height above roof,p= 0 feet Z9= 1200 Building Width,B= 50 feet Building Length,L= 230 feet Enclosed suilding � Natural Period = 0.3181 sec GCpi=+/_ 0.18 (Figure 6-5) Natural Frequency= 1.000 Hz >=1 Hz Therefore,Rigid Structure per Section 62 G= 0.85 gust effect factor defined in section 6.5.8.2 Ki=?.O� �Z/Z9�2�alpha (ASCE 7-05 Table 6-3) Section 6.5.6.6 Kn=(1 +K�K2 K3)2= 1 (ASCE 7-05 Eq.6-3) Section 6.5.7.2 Kd= 0.85 (ASCE 7-OS Table 6-4) Section 6.5.4.4 I= 1 (ASCE 7-OS Table 6-1) Windward: P=qGCp-qi(GCpi)(ASCE 7-05) (Eq.6-17) Figure 6-6 Table 6-3 Eq.6-15 Eq.6-17a Eq.6-17b Eq.6-17 CP= 0.8 (windward) h sec.s.s.s.s Sec,6.5.10 External Internal Total Windward+Leeward: feet KZ q�(ps� q�GCP -q;(GCP;) q G Cp-qi(GCpi) Along B Along L 15 0.57 9.04 6.14 0.00 6.14 8.18 11.23 20 0.62 9.81 6.67 0.00 6.67 8 70 11.75 25 0.67 10.46 7.11 0.00 7.11 9.14 12.19 30 0.70 11.01 7.49 0.00 7.49 9.52 12.57 35 0.73 11,51 7.83 0.00 7.83 9.86 12.91 40 0.76 11.96 8.13 0.00 8.13 10.16 13.21 40 q=qh=q� 11.96 8.13 0.00 8.13 10.16 13.21 0 q=qP 0.00 - - - Parapet 0.00 0.00 Leeward: P=qGCp-qi(GCpi)(ASCE 7-05) (Eq.6-17) Figure 6-6 External Internal Total CP= -0.5 (Leeward along L) q„(ps� qhGCP -q,(GCPJ q G Cp-qi(GCpi) CP= -0.20 (Leeward along B) 11.96 -5.08 0.00 -5.08 Along L 11.96 -2.03 0.00 -2.03 Along B Parapet: PP=qP GCP�(ASCE 7-05) (Eq.6-20) Figure 6-6 Windward Leeward CP�_ 'I.$ (Windward Parapet) qp(ps� qPGCP� qPGCP� CP�_ -1.1 (Leeward Parapet) 0.00 0.00 0.00 Walls: P=qn[(GCP)-(GCP;)](ASCE 7-OS) (Eq.6-22) Figure 6-5 Area(ft�) GCP(4&5) Windward GCP(4) Leeward GCP(5) Leeward GCP;= 0.18 (Windward) 25 0.93 13.30 -1.03 -14.50 -1.26 -17.26 GCp;_ -0.18 (Leeward) 50 0.88 12.67 -0.98 -13.85 -1.16 -15.98 qh(ps�= 11.96 100 0.83 12.04 -0.92 -13.20 -1.05 -14.71 150 0.80 11.67 -0.89 -12.82 -0.99 -13.97 (253)941-9929 31620 23rd Ave.S.,Suite 321 ANDERSON-PEYTON (253)941-9939 FAX Federal Way,WA 98003 Structural Engineering Consultants 000 Anderson - Peyton c�� . �3$ Lg JOB # SHEET OF ❑0❑ Structural Engineering Consultants ❑�❑ A Division of ACPConsultants,Ina DESIGNED DATE �/3� �O g PROJECT " �`M ��S�IL CHECKED DATE L �T��►� �p � s� 4,�1 p�.►�.� w, � T v+� s . . 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N N N N N (� C� C�7 (7 p� aD OD CD 00 OD OD GO �� ef � � N N � O O � O� O/ Q� 0/ 0f OfQ� O> Of O> � Gj � �� a NNN i � f� f� (�C�C�? �M C9 M C� t0 c0 t0 t0 t0 (O t 0 O� O> Of O� 01 O1 �. � � N � � � � � � m c.� v �n cc � aorno a �n cnnaornow croao � 'n � s N M C tn t0 N C'� � �A t0 N C� a � � r . � t c � m � m � r dp N N V C � � � 34-17 _ ,.t;�il L21 Table 34-1 Properties of Cast-in-Place Anchor Materials Tensile Yield strength, Elongation, 3 strength, Tensile Reduction ` Material Grade Diameter for design strength, min. min. of area, specification� or type (in.) futa��i) min.(ksi) ksi method % length min., (%) ; AWS D1.12 B 1/2-1 65 65 51 0.2%a 20 2" 50 '' ASTM A 3073 A <4 60 60 - - 18 2" _ ; C <_4 58 58-80 36 - 23 2" � BC S 4 125 125 109 0.2%a 16 2" 50 ;. ASTM A 3544 gD <4 125 150 130 0.2% 14 2" 40 ' � � < 1 120 120 92 0.2% 14 4D 35 � � ASTM A 4495 1 1 -1-1/2 105 105 81 0.2% 14 4D 35 � f > 1-1/2 90 90 58 02% 14 4D 35 � 36 <_2 58 58-80 36 0.2% 23 2" 40 ASTM F 15546 55 <_2 75 75-95 55 02°/a 21 2" 30 105 <_2 125 125-150 105 0.2% 15 2" 45 Notes: i' 1. The materials listed are commonly used for concrete anchors. Although other materials may be used(e.g.,ASTM A 193 for �; high temperature applications,ASTM A 320 for low temperature apptications),those listed are preferred for normal use. �: Structural steel bolting materials such a5 ASTM A 325 and ASTM A 490 are not typically available in the lengths needed for concrete anchorage applications. , 2. AWS D1.1-04 Structura/Welding Code-Steel-This specification covers welded headed studs or welded hooked studs �, (unthreaded). None of the other listed specifications cover welded studs. ; 3. ASTM A 307-04 Standard Specification for Carbon Steel 8olts and Studs, 60,000 psi Tensile Strength-This material is commonly used for concrete anchorage applications. Grade A is headed bolts and studs.Grade C is nonheaded bolts (studs),either straight or bent,and is equivalent to ASTM A 36 steel. Note that although a reduction in area requirement is not provided,A 307 may be considered a ductile steel element. Under the definition of"Ductile steel elemenY'in D.1,the ; code states:"A steel element meeting the requirements of ASTM A 307 shall be considered ductile." 4. ASTM A 354-04 Standard Specification for Quenched and Tempered Alloy Steel Bolts,Studs.and Other Exiernally i Threaded Fasteners-The strength of Grade BD is equivalent to ASTM A 490. F 5. ASTM A 449-04b Standard Specification for Quenched and Tempered Steel Bolts and Studs-This specification is refer- `s enced by ASTM A 325 for"equivalenY'anchor bolts. ! 6. ASTM F 1554-04 Standard Specification IorAnchor Bolts-This specification covers straight and bent,headed and head- � less,anchor bolts in three strength grades. Anchors are available in diameters<_4 in.but reduction in area requirements t vary for anchors>2 in. � ( Table 34-2 Dimensional Properties of Threaded Cast-in-Place Anchors k i iGross Effective Bearing Area of Heads and Nuts(Ab,y)(in?) � Anchor Area of Area of ; Diameter Anchor Anchor Heavy Heavy " r (do)(in.) (in.2) (ASe)(in?) Square Square Hex Hex � 0.250 0.049 0.032 0.142 0.201 0.117 0.167 f 0.375 0.110 0.078 0.280 0.362 0.164 �•299 0.500 0.196 0.142 0.4 0.569 0.291 0.467 0.625 0.307 0.226 0.693 0.822 0.454 0.671 0.750 0.442 0.334 0. 4 1.121 0.654 0.911 0.875 0.601 0.462 1.121 1.465 0.891 �•�� ` 1.000 0.785 0.606 1.465 1.855 1.163 �•5�� 1.125 0.994 0.763 1. 2.291 1.472 1.851 ' 1.250 1.227 0.969 2.228 2.773 1.817 2237 ' 1.375 1.485 1.160 2.769 3.300 2.199 2'659 1.500 1.767 1.410 3.295 3.873 2•61� 3'��8 1.750 2.405 1.900 - - - 4.144 ' � 2.000 3.142 2.500 - - _ 5.316 34-4 ��;. �, z Z PROJECT NAME:YELM CREEK sxeeT oF PROJECT NUMBER-. 07238 NOTE�.ALL SPACING DATA BASED ON HEM FIR/SPRUCE PINE FIR-ADJUST ACCORDIh�exo2.ov.oa VDERSON�PEYTON oinmoe STRUCTURAL ENGINEERING CONSULTANTS DESIG�Bl':1'HN'/BIRB SHEARWALL COMPONENT TABLE SHEATHING COMPONENTS 8 NAILING DATA 1/z^a,B.ro 0.148"DIA SIMPSON A35/ MARK CONCRETE P-NAIL PL TO LTP5 CLIP SPFMF #OF O/C SPACING SPACING PL SPACING SPAClNG CAPACITY SHEATHING SIDES NAILS SIZE PANEL EDGE FIELD (IN) (IN) A (INJ (PLF) W1 7/16"OSB OR 15/32"PWD,APA ONE 0.131"DIA 6 INCHES 12 INCHES 38"O/C 8"O/C MAX 23"O.C. 240 RATED SHEATHING,BLOCKED W2 7/16"OSB OR 15/32"PWD,APA ONE 0.131"DIA 4 INCHES 12 INCHES 26"OIC 5-t/2"O/C MAX 15"O C 350 RATED SHEATHING,BLOCKED 2 ROWS, W3 7/76"OSB OR 15/32"PWD,APA ONE 0.131"DIA 3 INCHES 12 INCHES 20"O/C STAGGERED, 12"O.C. 450 RATED SHEATHING,BLOCKED B"O/C MAX 2 ROWS, W4 7/16"OSB OR 15/32"PWD,APA ONE 0.131"DIA 2 INCHES 12 INCHES 15"O/C STAGGERED, 9"O.C. 590 RATED SHEATHING,BLOCKED 6"OIC MAX 2 ROWS, WS 7/16"OSB OR 15/32"PWD,APA ONE 0.148"DIA 2 INCHES 12 INCHES 12"O/C STAGGERED, 7.5"O.C. 710 RATED SHEATHING,BLOCKED 5"O/C MAX 3 ROWS, W6 7116"OSB OR 15/32"PWD,APA iW0 0.131"DIA 3 INCHES 12 INCHES 10"O/C STAGGERED, 6"O.C. 900 RATED SHEATHING,BLOCKED 6"OIC MAX TYPICAL NOTES: t ALL NAILING NOT SHOWN ABOVE SHALL BE PER IBC TABLE 2304.9.1 2 SHEATHING MAY BE PLACED WITH THE LONGITUDINAL DIRECTION VERTICAL.STUDS AND PLATES SHALL BE CONSIDERED TO ACT AS BLOCKING 3 WALL SHEATHING CALLED OUT SHALL EXTEND FOR ENTIRE WALL LENGTH AT THAT ELEVATION AND SHALL BE CONTINUOUS AROUND OPENINGS 4 8d NAILS ARE TO BE.131"DIAMETER AND 2-1/2"IN LENGTH. 10d NAILS ARE TO BE.148"DIAMETER AND A MINIMUM OF 3-1/4"IN LENGTH NAILS SHALL BE�NSTALLED SO AS TO NOT SPLIT THE TIMBER FRAMINC 5 SIMPSON CLIPS/ANGLES SHALL BE INSTALLED WITH THE APPROPRIATE FASTENERS PER THE MANUFACTURER'S SPECIFICATIONS 6. SPACING SHOWN ABOVE FOR ANCHOR BOLTS,NAILING AND CLIPS IS MAXIMUM AMOUNT ALLOWED.SEE SPECIAL NOTE"A"FOR MINIMUM NAIL SPACING 7. USE 3x_NOMINAL MEMBERS AT ALL PANEL JOINTS IN WALLS W/10d COMMON OR 0.148"DIA NAILS @ 2"O/C OR 3"O/C SPACING AND STAGGER NAILS TO AVOID SPLITTING OF WOOD.ALSO REQUIRED AT ALL PANEL JOINTS IN SHEARWALLS TYPE W2,W3,W4,W5 8 W6.SEE NOTE"E"BELOW FOR OPTION. 8. FRAMING(STUDS)AT SHEARWALLS SHALL BE SPACED NO FARTHER THAN 16"O.C. 9.WHERE 2 OR MORE ROWS REQUIRED,STAGGER NAILS SUCH THAT MINIMUM SPACING IS 4"OR GREATER(SEE SCHEMATlC AND NOTE"A"BELOW) N,IN 9' O/C SPACING r o 1/2' MIN HETta+EEN 1N A SINGLE ROW i � �O� � J SPECIAL NOTES: A. MINIMUM NAIL SPACING iN A SINGLE ROW SHALL BE 4 INCHES ON CENTER.USE(2)ROWS IF SPACING LESS THAN THIS.USE 2ND RIM BOARD,RIM JOIST OR BLOCKING WHERE THREE ROWS OF NAILING CALLED OUT. B. WHERE PANELS ARE APPPLIED TO BOTH FACES OF THE WALL,PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. OPTIONAL TO NOT OFFSET PANEL JOINTS AND TO USE 3x_STUDS AND STAGGER NAILS ON EACH SIDE C. AT FOUNDATION SILL PLATE,USE 3x_NOMINAL MEMBER FOR SHEARWALL TYPESW3,W4,W5 8 W6.OPTIONAL TO USE 2x NOMINAL SILL PLATE IN SHEARWALLS W3&W4 IF ANCHOR BOLT SPACING IS DECREASED BY HALF(I.E.,IF 36"IN TABLE THEN MUST REDUCE TO 18"0/C WITH 2x SILL D. EXTEND SHEATHING UP TO DOUBLE TOP PLATES AND INSTALL NAILS THROUGH SHEATHING INTO UPPER TOP PLATE PER TYPICAL DETAILS (REF 4 8 13/S2.3).NO PLATE TO PLATE NAILING REQUIRED IN DOUBLE TOP PLATES WITH THIS CONFtGURATION. E. OPTIONAL TO USE(2)2X's IN PLACE OF SINGLE 3x IN SHEARWALLS W2,W3 8 W4. �.�.3 000 H H H � � � U U U H H H p�' G-i C� Csa [c] H H H aW �C �C � �C �C �C �cwww H � � � � � � � a a a Q � zz zzzzz �, �, �, H G] C!) 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L,d ` y ^� �i.%� , .:; ir'�r,�� -� �r.6N l �` _��::� - R �.� � .�� ,�_. r� � . �<�� T 3_ �.., < : .�S°, �s�, ��,� �.. ...�ll�s� ,�,"�s '�� s�,,��1 -�' ��e��G�✓r7 Ca fc...le.��j,�✓/S. 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seattle /Eastside (206) 292-0940 L 2y. 2 �/�LL. �✓�IC-N T 5 Area: Typical Exterior Walls HARDI-PLANK-or-PANEL SIDING Dead Loads Studs @ 16"o/c 1.70 PSF 7/16" OSB 1.30 PSF Finish 2.30 PSF 5/8" GWB @ Interior 2.50 PSF Mech and Electrical 1.00 PSF Misc/Ins 1.20 PSF Total 10.00 PSF Area: Typical Exterior Walls VENEER Dead Loads Studs @ 16"o/c 1.70 PSF 7/16" OSB 1.30 PSF �„�� --� Finish 35.00 PSF 5/8" GWB @ Interior 2.80 PSF Mech and Electrical 2.00 PSF Misc/Ins 2.20 PSF Total 45.00 PSF Area: Demising/Party Walls Dead Loads 2'`Studs @ 16"o/c 3.50 PSF 7/16"OSB-One Side Only 1.50 PSF (4) 5/8" GWB 11.00 PSF/.�; t'� . , - : Mech and Electrical 1.00 PSF Misc/Ins 3.00 PSF Total 20.00 PSF � � �,2 S�s{ Area: Partition Walls Dead Loads Studs @ 24" o/c 1.30 PSF 7/16" OSB-One Side Only 1.50 PSF (2) 5/8" GWB 5.00 PSF Mech and Electrical 1.00 PSF Misc/Ins 1.20 PSF Total 10.00 PSF �.2�. 3 000 Anderson - Peyton ,oB# o �-23g SHEET oF ❑O❑ Structural Engineering Consultants ❑O❑ A Division of ACP Consultants,Inc. DESIGNED ��Gs� DATE PROJECT /�`'� Cr�� —_ CHECKED DATE wALL L�AIGTIIS '� ' H u��t : Lo�y ; 3t3t2t/. 5t3.5t 9� 5} 3t 2.5 +9ty,5f 25t/•5+ l,Sr 2-r . 5 � �Uo✓ma� 1 + r.5 t y.S#�/.,5+/•'S = 6/,S f'� x 8��f x ��y/ A 5F. `/3I%foo.r Gc.�clr�c,7 � � /6t�.s-r19f7t �.5�2tP +/-r3t2: 5 +2.�t �.s-► /.S�- 3s3 Tr4..�s — �o i3�� K 8�:{ x 9ff �77�/1�•,. LONG� �Ioo✓ �' WALL % ToT�IL� /loof /`f,600l,6 2, 22�i � /6,e2/R, L 3 /8, d�f,� y,y3� = 23,03/� L2 18, Gc�i'� y,�f3� = 23,03� �!>lcLl �2.$$.� / $9.571c �ow ��sq� = /,os5 — 5.,j .ewfc. TR/�NSUE,¢sE; FLc�R wql.[ T�7sf L �f 14,��c1,6 3.�t��, = /�'.y��' ' L 3 /£�� Fc�c l� 7 77� = 2G, 37/� L.2. l�, ��,�,,�� 7.�� = 26, 37,� 7�.r1�/ �7.7�� _ �,� = 23`o /roc+ur 31620 23rd Avenue South, Sui[e 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seatde / Eastside (206) 292-0940 L2�{. � 000 Anderson - Peyton ❑O❑ Structural Engineering Consultants JOB# SHEET OF A Division of ACP Consultants,Inc. ❑O❑ DESIGNED DATE PROJECT CHECKED DATE � �� . � � �./�/G.��( 1,...tQ��'i�r�. . . ' � . �. ��. �� ... .. .. . �, . , . J� � . � . . . . �fe•'1 � , � .. . . . . . .. . .... . �. . . C��,;� � •, L��!� ; l�.-f '7� C-► � -t 9.5 i � �4 3 � �-� r� � H t ��i /.5 { 2, 5' --. � �.�; +�.� ayrt5 -r 2 -rr � � a5 �► /. S = Bz.S{f � ��,;-} r �f �J�� _ �,�t,'�/�`f�r� � �f0+ 3.s � l.S,� 3� y � ly.5 + I2 -r ?�za 2 -� 2 r/.5 i2� ��. . f r7 — �3�� x ��g r u ;'�r' �'.��,� ��-��`�,.. e:-a , • � e r t� �` �g� -Cr.:r�� a",�I�,. . ��:',,,�, G;. �,�c.�,�c = 1. 1` ,�/�,,�,,,,�,i � '� � T�::I,i.S � �� ' 3.� . R.S�+:+ �'*�Y.5f �2 + i-��f1 + l.s �,: �a �t �7 �. . . .� � ��. . �� -. �a v�C ��`: k�/"y T�.'" 9-�f ° �'T.,y T,k /.f-��c�' �. / H UN3� G: LONG : 12+5.5 + 6.5+ 3-� 2,5+ I.S -+ 3+ 3+ 3 +yi9� 4-tS,S-� 2.5 ��J4 , t� + 2tu � 5ilf � 5 tS +l = eS.Sffxal,sfx9'= 6.I56�- ��,- �-�>:��; � rRAM% �, 4a� 1.5+ �.s t �,s+/6 -!9f �ft �.s +9+��2�-r 2f ,� = 132 �E x8fs� x 9�� ,= 9.Sa Y �� 'lc,�� r,�� C�..Ej� lo� '• ��::,� �s .�,6�4e = G,lS(�./fl�.f 2 7R�9it/� ; 3o + 2. 5f/,5f1, 5tld � 9fY �/.�'t9�� # 2/ t ;� � /7 ; �2z �� Y 8�sf r 9�r = �. 7S�/lo.- H UNTr D� L�N� 3-t 2f2� 9-+ �.�� . ;+3+ s.5 -� 3 +2t6{ z.s+ S +�, S+ � ____..___.__.�_. , ' f3t3+ 3> 5+ Y-�3.Sr6t `l-� 2+ 6.S * �ft6,S + S.S+ J, S � _ ll7f�E x Sf,>3 � 9f� = S.Y2 y 4��/�� 7,e.ANS 36#-3t7t; t3t3.5 +- �ty +2ot3 �`1.5+ 2iyt�y � l +2.5+ 2�2f2+ 2a1 + 3.5t 19+ 2+ 16+ �5 = 171 F! x ��-� � �-�t = �2,3��o�� • No ena< <a•,d,'�,o.� C� ��..�y un•iL 37620 23rd Avenae South, Saite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seatde/Eastside (206) 292-0940 L L �j PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: 07-238 Lateral Structural Calculations (Unit A) �O O Anderson- Peyton Sheet 1 of DOO Structural Engineering Consultants Date: 8/l/2008 ❑0❑ A Divrsion ofACP Consultan�s,h�c. 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FLR WALLS) � K� �Ld �� 1 T =�� 2- ` 3 � � i � � B � � �i�-m �r�� ; , ser eEart 3�� iN i FR01�1�ACE OF WALL i � P.7.bxb P09T I FOR FLUSN SIDIN�i 2x10 � 16" O.C. � i P.T.bxl2 , P.T.bxb POST� j - ----- _ _.. ............. _....... _ ...: � e HANG JOISTS r- _ • �-�;�+o_ L � �ROM BEAM N _ �' �0 ' �.� 0 NANG JOIStS � t `� P.T.2x �,+� � .9 _ � � FROM BEAM' LEDCsER ��' � -""�"�,,� 1 r •9 P.T. 2x� ' ' —_, J^----� ;.. .. LEDGER � — - (212x10 � A 19 -�'�x 0 - tt 500 y :�� p 0 19 --e - - - _j � �r =✓00 � 0 � � o •'..� � — X _ i i'� �+� � �9 0 4x10 FF� �- _ , .....: - - - � n 0 0 i �I � ; ! 0 � o � ' � e � � ' �✓00 `r 10 X ^ �� 4x10 FP I � i U12 t�""-�.- __----- � _.__....___...__.1 ' 1 0 � ��+ I - �...2 = a , � , �' ' 6 3 � 3 � - ^'---- ' 1 � � ---- i ........- i. '`"_--- ----. y.�...._......__.... v � �� , I 0 _ _�� __ 6 0 `-fl - � .9 ___�. 5m0 `r �; �" � , " 6 _�;l�nxl --� 50m ...... � „�; -- -- -- - - _ r � e � - -'I - � D � � _- � � e � --� �mm � u � � _ - • � �� w1 a � e � , � - X - -) '�,.{�a N r�' '� _'r - - --_ `� ��p C�+6 : I' ..�.. � ; _ _;,. � „ „ � � rznXim t � ' ; 1 � L � � S��j` 0 � --� _ � ' 2 --�=�---U- — � � ;� -- —-—- -—-—-—-—-—- �J � � Uoit �e A Z,a.D F 4 v o� � IOVER 1ST.FLOOR WALLS) �� L3z -�- �, Z,� � i= 3 r ' I a $ ' 2�'-m 65��2e" 1 C— ! ,a�i� rRUSS a5 ' ' DRAG STRIJT lL'/ �k � � i5m P�� c,a�aurY , � '�x - --- � _.. � _.._ ._.,, --- ._._... ._ _.... . ....... --- ; i — � ; e —- -�.-�� .z.auss�- � ' 1.1 ' wi I � �� i xi _ _......^j:.::::::::::::::::.::::::::::. i 0 ! � i \.. � / w , _ cA W � _� , �� - - � \ � --- Z � iN i �� i � � ' 0 ._.._ � � ,= ' ; � � • � _.; �; �� w�! i � � �i i � � � � � � . i; �� a ; �, � f +; i�� , -----__. -- --___.._ _ ii (r_ ' ` , ;. � Z,�..�,5� '.. .... .... ....._`��:�:�:_:1� ;.,, ..�t� - � , , „ i. ; , , -*-- --- - - -'— � —?±- '.�-- ---- ' -� , ,! ,....._�__..__ � xi0 -- � � ' _ _...............V _. i,�; � , _._ � 50 � � i ' ' ' , � O i — ,+�; , _ _ ..... . ' _ , � i :.W - — -- �p i ,.....� �I, WI -. 0 �� i: --;,';,^ � ,,,� � ---''' WI 4 -----�;I! � LsTA3m i. . .... .��o � � ,.. _ _..��'I,N_ �,�,'� 3� � - -� �r � � ` ';---------,!iN o � ----,�,; ; , l2) 2 10 �-- --...._. i --_. Cs.t. ;, '1 . ...¢x_ ,� - ' � 0 -�-.:�-_;�_-___--_ ` _�_ __. , -- , --- - --= - _ _� - - ---- --.�------� � ROOF A7 2Np. � I �LOOR BEL untt��. ��D WN.D IOVER 3RD.�LR WALLS) PROJF,CT NAME: 1'EL119 CREEK DEVELOP�7EN7'(UNfT A) SHEET OF L 73 PROJECT NUMBER: 07-238 VER 2.OM ANDERSON - PEYTON STRUCTURAL ENGINEERS DATE: 12/21/09 A Division of ACP Consultants DESIGN BY: MGH ALL BUILDING LATERAL ANALYSIS Wind Method 2 per 2006 IBC NOTE: The longitudinal direction being the longer direction of the completed building comprised of adjacent units. Architectural elevations and floor plans are scaled to obtain the following tabulated values. "NO BRICK ON THIS PROJECT WIND: LONGITUDINAL�(85 MPH, Exp"B" Per IBC) VR= 13.21 PSF [14.5'*50']/4= 2394 Ibs VF3= 12.57 PSF[9.5"`50']/4= 1493 Ibs VF2 = 11.75 PSF[10"`50'J/4= 1469 Ibs VF1 = 0(SOG N/A) 0 Ibs TRANSVERSE- (85 MPH, Exp "B" Per IBC) VR= 13.21 PSF [14.5"'21'] = 4022 Ibs VF3= 12.57 PSF [9.5"'21'] 2508 Ibs VF2 =11.75 PSF(10"`21')= 2468 Ibs VF1 = 0(SOG N/A) 0 Ibs SEISMIC: DEAD PERPEN.WALL WT. BRICK DEAD WT TOTAL WALL/BRICK LEVEL AREA LOAD LONG TRANS. LONG TRANS. LONG TRANS. (FT^2) (PSF) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 974 15.0 2.220 3.880 0.000 0.000 2.220 3.880 L3 Roof L3 Floor 930 20.0 4.430 7.770 0.000 0.000 4.430 7.770 L2 Roof L2 Floor 930 20.0 4.430 7.770 0.000 0.000 4.430 7.770 "Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht= 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht= 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht= 9 FT L1 wall length tran perpen. = 0 ft 1st perpen wall ht= 9 FT L 3N Shw_HD Calcs(IBC)_Unit A_BLDG B_LOng Trans Wall.xls PROIECTNAME� YELMCREEKDEVELOPMENT(UNITA) SHEET OF PROIECT NUMBER: 07-238 VER(328/00) ANDERSON-PEYTON 12/21/09 S7'RUC'fURAL ENGMEERRJG CONSULTANTS DESIGN BY�. YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS N'IMJ LOAD a�PI.00RS Long Tran LB/FT LF3/fT eoor z39a.3 aozz.4 �an>r UNIT LATERAL ANALYSIS L3 14927 2507J LBh f L2 1468.8 24GZS L�/I'7 SF.ISMIC COCF.P�K ASCE-7 95-52(ASD=h.h/I 41 0.0871 RF10 I Ab�Ct^2)gmund Iluurucen includinp projections 930 SEISMIC'FORCCS_ O.OR71 WA1.I.DU2CCI�ION(1,ONC OR 1RAN1 LONG NUMRF.R OI'�S'I'ORIF.S l I-51 3 1)IAP7�2AGM PI:RI'F.NDICUI,AR Sk;15M]CFORCF.S N'INllFORC'LS I.I�:NG"I!3 UNfI Rk/FLR 0.'AI.I:-W1iIGH7 �l'l� HI� LONG TRAN LONG TRAN I,ONG IIiANS �17 U�7' LONC TRAN NT ],ON(i "1'RAN V/FL V/FL V/I1, V/FL LEVGL (F"Il fF'I) AREA (PSf) (K�S) (KIPS) Q41P5) (F11 fp-�''�) (p-t'� (KO'S) (K�S) (KIPS) (K�S) Roof 1 1 974 15 0 14.G0 222 3.RR 30 504.68 SSa 48 2 31 2.56 2.39 4.02 L3 1 1 9311 2QU 18GO 4.43 777 20 460.60 527.q0 2.11 2.43 1.49 2.57 L2 1 1 930 20_0 18b0 J.43 7J7 10 23030 2G3J0 1.06 122 J 49 247 TOTAL.wS=_> 62.88 7122 KIPS 1195.SR 1345,58 5,4g G 20 5 36 9.OU TOTN,V=> S.q8 620 KII'S N(YII�:�.PGRPtNUICUI.AR WALL N'f Mc'I.UI)F,�S NR1CK DF:AU I.OA17.TIX). LOADS TO WALLS IN LONGITUDiNAL DIRECTION UNIT LATERAL ANALYS[S ADDI!D MDED BhSF. OnSE SFIS. WMD GOV 2`9LI5_ WAI.1. W'ALL SEIS. N'Mll SI;IS. N'INU SEIS. WMD SIIF.AR SIIf:AR ID If.NGTH M.FA I.I:N4IH Fi ki I�i I�i SF,IS. WINI). �N) (H�2) (fll (Kips) (Kipx) (Kips) (Kips) [Kipsl (Kips) �L� PLi PLF PLF RHO Ll W I=?eU�lf Ll 1 UO 0.'1=280p1f Roof LI 58 24? 03 U58 G.GO 0.58 O.GO 1G1 104 IU4 201 1_00 W1=?BU�If L3 Ll S.N ?i3 0? OSi 0.a7 1.17 0.97 192 169 192 3R5 I.00 WI=2%Oplf L2 Ll S.R ?33 U.3 0_?G 0.?7 13� 1.34 278 233 178 476 1.00 WI=180PII itH() L2 L2 ].W U'S=R70plC - Roof L3 9.0 365 0.7 0.87 U.YO (1.X7 0.90 9G 100 100 193 1.00 W6=1JOU�If L3 L4 9.0 i49 0.4 G.79 U.iC> 1.f,6 746 i84 162 I84 369 ].W N'7=1740PIf L? L2 9.0 349 0.4 0.40 O.Si 2.U5 2.01 228 223 228 456 ].00 W7=1740�If R730 L3 W i=55[h�ll L3 I GU RooC L3 SU 3(,5 0.4 (i.R7 0.90 G.87 O.yO 173 180 18G 747 1.13 L3 L3 S U 34') 0.4 0 79 U56 1.66 1.4G 3M 292 332 G63 1 I3 L2 L3 5.0 349 G.4 G.40 0.55 2.05 2.01 411 4G2 411 822 1-13 Page 1 Shw_HD Calcs(IBC)_Unit A_BLDG B_Long Trans Wall.xls � �� otVlh:Gn - 2.8 0.741 -Includes rert seismic of 02SDS times Dead loads VJIND nEAD LOAD FACTOR = 0.667 HOLDDOWNCALCULATIONS LONGITUDINALDIRECTION UNITLATERALANALYSIS D+E 174•D+: D+E�.667'D+W TOIAL WAI.L TOTAI, TnTAL 5Ci5miG SeiStllic ��itld ��Ild Go��eming WALI. LVL WALL HE1611T O'll, FORCE W W P � Fi Fi MOT MO]' DL LL C T C "f T I.INI-. LF.NGTH OTANAI. RATIO �I. I.L UL l.l. SEIti WINI] SFIS N�MD MR MR (Ff) (FT) (h7) KLF I:I.I� KIPS KIPC KIPS KIPS K-FI' K-}-f K-FT K-FI RIPS K�S KIPS KICS KIPS LI .. ............ ..._......... .............. ........ .......... ................_ ... ......_.. ......_............. 3'�Yall .......... . ............ . ....... _ . ......... __......_....._ R�wt 575 30.00 250 0522 0.131 U30 031 3.02 3.72 132 !J3 0.82 178 0.90 090 . ..... .._._.. . _..... .... . L3 575 20011 25U 0522 0130 �.................................... 028 0.19 RJ8 8.19 2.03 433 2.91 4.09 2.73 2.91 ..... .......... ... ........ L2 5,75 10.011 2 50 0.522 U.230 0.1-0 0.19 15.93 15.18 2.75 7.47 �55 7.17 5.3J �.SS L3 ............_.. ..............._ .................. .._....... . ..........,. ... ............... ._......__ �'N'all .... ........ ......... ..............._ ...................... Root 5 30.IN1 J CO . ..1 qq 0 i21 ...................... 087 0.90 8.67 8 9R 42G 2.N7 l.'2 2.94 1.3G 1.3G .. . .. ... ..... .................. L3 5 20.00 A 50 ]INNI U 230 ..... . .................. 0.79 OSG 2525 23.55 G.59 7.08 J S3 6.70 J.26 1.53 . ..... ....... ...... ..... ...... .................. Ia 5 10.00 450 ...111011 0130 . ............... �a0 O.cS 45J9 43.G4 R92 12.16 ri.7] IIGS N.38 R.71 L2 . ............. ............. ._._.,, ....__....... ........... . ................ ........_.......... 9'N'ALL ..... ........ ............ ....._......_ ...._............... H«d 9 30.W 850..... I OINI OOYII � ................... O.R7 090 8.67 8.98 325 IAO 0.7a lA4 UBO U.%0 ._... ........_.. ........ ......._.... . 1,? 9 211.W 850 I.(100 II.UYO OJ9 0.56 2525 23.55 6.5(1 394 2.10 3.54 2.2G 2.J0 . .... ...... .._......_... .. ..._...... ... ........... ..,,......_._ a L2 9 l0.lq 8 5U ].II00 0.09U U.40 0.5_ 45 79 43 G4 9J5 6.53 1 5J G 28 J.37 J.S; Page 1 �. 36 tran PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT A) SHEET OF PROIECT NUMBER: 07-238 T��S V G/V� VER(3@S/00) � ANDERSON-PEYTON 12/21/09 $'IRUCTURAL ENGINEERING CONSULTANTS DESIGN B1 YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS WIND I,OAD!d,FLOOR$ Long Tran LB/FT LB/FT Roof 239431 ao22.as �a�'7 UNITLATERALANALYSIS L3 1492.69 2507.72 LB/FT L2 1468.75 2467.50 LB/FT SEISMIC COEF.PER ASCE-7 9.5.52(ASD=Eh/1.4) 0.0871 RHO ] Ab(ft^2)ground Ooor area including projections 930 SEISMIC FORCES�. Eh/1.4'RHO= 0.0871 WALL DIRECTION(L TRAN NUMBER OF S'IORIE: 3 DIAPHRAGM PERPENDICOLAR SEISMIC FORCES WRJD FORCES LENGTH UNIT RF/FLR WALL--WEIGHT WT HT LONG TRAN LONG TRAN LONG TRAN$ WT \�'T LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LEVPL (FT) (FT) AREA (PSF) (KIPS) (KIPS) (KIPS) (FT) (k-FT) (M-FT) (KIPS) (K1PS) (KIPS) (KIPS) Roof I I 973.5 I5.0 14.60 222 3.88 30.00 504.68 554.48 2.31 2.56 2.39 4.02 L3 1 I 930 20.0 ]8.60 4.43 797 20.00 460.60 527.40 2.11 2.43 1.49 2.51 L2 1 I 930 20.0 78.60 4.43 7J7 IOAO 230.30 263.70 1.06 122 1.47 2.q7 TOTALWT==> 62.88 7I22 KIPS ll95.5g ]345.58 5.48 620 5.36 9.00 TOTAL V=__> 5.48 6.20 KIPS NOTE:PERPEhD1CULAR WALL WT MCLUDES BR1CK DEAD LOAD.TOO. LOADS TO WALLS IN TRANSVERSE DIRECTION LINIT LATERAL ANALYSIS ADD[D AllUED NASF 6ASE SEIS. WINU GOV ?�SF.IS WAI.I. WAI.I. SEIS. WMD SL.IS. N'IND S�IS. WI]�7D S1iEAR S}�AR N I.I:NG'lli N21�:A I,FNG"IH i�i Pi fi Fi S[IJ N'IND. (�) (ft^?1 (fil [Kips) (Kipsl lKipsl (K��s1 lKips) lKips) YLF YL1� PLT PLF RHO T1 Tl I.00 Roof T� 40.0 4R7 OS 128 2.0] 1_2N 2.01 32 50 50 64 1.00 L3 TI 40.0 4G5 0� 122 125 2.49 327 62 82 82 125 IAO L2 TL 400 465 0.5 0.(1 123 3.10 4.50 78 ll2 112 ]55 7.00 RHO T2 T2 1.00 Roof T2 37.0 487 0.5 128 2.01 1.28 2.01 35 54 54 G9 100 L3 T2 37.0 465 0.5 122 125 2A9 3.27 67 88 NR 135 I.00 L2 T2 37A 4G5 0.5 0,G1 123 3.10 450 84 122 122 ]68 L00 Page 1 �.37 tran OMEGA - 2.8 SF.ISMIC DEnD 1,�ni>FACTOR= 0.7J] -Includes cerl seismic of 01SDs timcs dead load W MD DSaD LOAI)FACTOR= Q667 HOLDDOWNCALCULATIONS TRANSVERSEDIRECTION ONITI,ATERALANALYSIS D+E OJS�D+E D+E i.667•D+W �or.ac W'�u, iorni. ror,u. seismic seismic �ind �vind Gm�erning \1',\LI 1�'I. N'N.L HEIGIfi OTC F�)ftCf �\� P P Fi Fi MO]'.DL AIOT.LL DI_ LL C '1' `C T T 1.1\k LE\-(:fll nTAV,V, RATIO UI. II DI. I1. SEIS N'1\D SEIS M'1\I) \iR �iR (F'1] (iT) (FI') ALF I:�S {:IP9 1:11'S AIP6 AIPS K�Ff A-Ff A-YT ];-fT AIPS AIPS I:IPS AIPS {;IPS ......_Tl........... ................................_.................................................................................................__..._...._................................_.... 40'WALI. ......_..... . ........... ......... . .........._._.. ................................, Rmi 40 ��30 011 39 50 ].000 0.090 1.28 2.01 J2.78 20.11 70.21 2.10 2.29 ..... ..........._. ...... . ......... .....__.... . ............._............. Iz 40 30.00 39.50 1.000 0.090 � 1.22 1.25 37.72 5276 IiU.i2 ;.51 4.89 ..............................._......................................................................................_................................................................ 1.� 40 111.OU 3Y.$0 1.ODU O.U9U 0.G1 1.23 (>R.7J 97.75 210.63 7.07 7.8] T.?......._ _........... .. ....._.......... i��wni i ..... .................. . ............... .................. ............. ................................. Ra,l 37 J0.011 1G.50 II.J59 0.090 0.59 �92 5.87 Y.27 12.25 1.70 ].3� 0,07 007 .__.. ..............._ .. .. ....... . ............... . ............._.. ._......_... 13 37 2U110 ]65p O.J59 009U � 0.56 O.SR 17:i3 23.2a 2i_50 2.SJ 2.95 OJS 0.18 ..... ............... .......... . ........... .. ......... ............. ............. L2 37 10.110 ]6.�0 .... O.J59 .....p.OYU U.2ft 0.57 31.SR 73.91 3G.7i 3.1� �.2G i.IS 1.2J 7.2J Page 1 PROJEC7'NAME: YELn4 CREEK DEVELOPl11GNT(UNIT A) SHEET OF � �� PRO.IECT NL?MBER: 07-238 VER 2.OM ANDERSON - PEYTON STRUCTURAL ENGINEERS DATE: 12/21/09 A Division of ACP Consultants DESIGN BY: MGH ALL BUILDING LATERAL ANALYSIS EtiD Wind Method 2 per 2006 IBC c°N��z��o NOTE: The longitudinal direction being the longer direction of the completed building comprised of adjacent units.Architectural elevations and floor plans are scaled to obtain the following tabulated values. *NO BRICK ON THIS PROJECT WIND: LONGITUDINAL•(85 MPH, Exp"B" Per IBC) VR= 13.21 PSF[14.5'*50']/4= 2394 Ibs VF3= 12.57 PSF[9.5"`50']/4= 1493 Ibs VF2 = 11.75 PSF[10"`50']/4= 1469 Ibs VF1 =0(SOG N/A) 0 Ibs TRANSVERSE- (85 MPH, Exp"B" Per IBC) VR= 13.21 PSF [14.5"`21']= 4022 Ibs VF3= 12.57 PSF [9.5'*21'] 2508 Ibs VF2 =11.75 PSF(10'"21')= 2468 Ibs VF1 = 0(SOG N/A) 0 Ibs SEISMIC: DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL/BRICK LEVEL AREA LOAD LONG TRANS. LONG TRANS. LONG TRANS. (FT^2) (PSF) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 974 15.0 2.220 3.880 0.000 0.000 2.220 3.880 L3 Roof L3 Floor 930 20.0 4.430 7.770 0.000 0.000 4.430 7.770 L2 Roof L2 Floor 930 20.0 4.430 7.770 0.000 0.000 4.430 7.770 *Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht= 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht= 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht= 9 FT L1 wall length tran perpen. = 0 ft 1st perpen wall ht= 9 FT L �7 tran PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT A) SHEET OF PROJECT NtJMBER: 07-238 ��/� �O��-j�T�-�� VER(3/28/00) ANDERSON-PEYTON �v �� 12/21/09 STRUCTIIRAI.ENGINEERING CONSULTANTS DESIGN B�YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS W IND LOAD @ FLOORS Long Tran LB/FT LB/FT Roof 239431 4022.45 Ls/FT UNIT LATERAL ANALYSIS L3 1492.69 2507.72 LB/FT L2 1468.75 2467.50 LB/P7 SEISMIC COEF.PER ASCE-7 9.5.5.2(ASD=EI�/1.4) OA87] RHO I Ab(ft^2)ground floor area including projections 930 SE]SMIC FORCES: Eh/1.4'RHO= 0.0871 WALL DIRECTION(L TRAN � NIJMBER OF STORIE; 3 DIAPHRAGM PERPENDICULAR SEISMIC FORCES WIND FORCES LENGTH UNIT RF/FLR WALL--WEIGHT WT HT LONG TRAN LONG TRAN LONG TRANS W7 WT LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LEVEL (FT) (FT) AREA (PSF) (KIPS) (KIPS) (KIPS) (FT) (#-FT) (#-FT) (KIPS) (KIPS) (KIPS) (KIPS) Roof 1 1 973.5 15A 14.60 222 3.88 30.00 504.68 554.48 231 2.56 2.39 4.02 L3 1 1 930 2Q0 ]8.60 4.43 7.77 20.00 460.60 527.40 2.11 2.43 1.49 2.5] 1.2 1 1 930 20.0 18.60 4.43 7.97 10.00 23030 263.70 1.06 1.22 1.47 2.47 TOTALWT==> 62.88 71.22 KIPS 1195.58 ]345.58 5.48 6.20 536 9.00 TOTAL V =__> 5.48 620 KIPS NO"IL:PERPENDICULAR WALL WT INCLUDES BRICK DEAD LOAD,7'00. LOADS TO WALLS IN TRANSVERSE DIRECTION LiNIT LATERAL ANALYSIS ADDED ADDED BASE BASE SEIS. WIND GOV 2•$EIS. WALL WALL SE1S. WIND SEIS. WIND SEIS. N'WD SHEAR SHEAR ID LENGTH AREA LENGTH Fi Fi Fi Fi SEIS. WIND. - (ft) (ft^2) (ft) (Kips) (Kips) (Kips) (Kips) (Kips) (Kips) PLF PLF PLF PLF T7 T1 ROOf Tl 29.0 487 0.5 L28 2.01 128 2.07 44 69 69 R8 L3 T] 29.0 465 OS L22 I25 2 49 327 86 113 113 172 L2 Tl 29.0 465 0.5 0.61 I23 3J0 4.50 ]07 155 I55 214 T2 T2 Roof T2 37.0 487 0.5 128 2.01 128 2.01 35 54 54 69 L3 T2 37.0 465 0.5 122 125 2.49 327 67 SS 88 ]35 L2 T2 37,0 465 0.5 0.61 123 3.]0 4.50 84 122 122 16g Page 1 L 3y. � �ran OMIiGn = 2.8 SI7SMiC DF.M LOM h'ACIOR= 0.7J1 -Includes vert scismic o(0.2SDs times dead load EN� co<��r r�N WIND Uk:M LOAD YACIOR= 0.667 HOLDDOWNCALCULATIONS TRANSVERSEDIRECTION ONITLATERALANALYSIS D+E o.7aro+E D+E 1.6G7•D+W T�T� �'w�- ToT.ai. TOTAL scismic scismic cind �dnd Goveming \l'\LL L\"L N'ALL kILIGHT OTi. FORCE N' P � Fi P MOS,DL l.fOT,LL DL LL C T ,C T t' IJ�I�. LENGTH OTAN,41. NATIO DL I.I. 1>L LL SEIS N'ItiD 64:15 N�Inp MR MR (F1'1 (fT) (I7) F:I.F AI.i� AIPS I:IYS AIPS 1:IPS A�FI' A�1-f A-FT F:.FI AIPS AIPS AIPS AIPS {;IPS ........T�....... .... ... ......_._.... .. .....,._. .. .......... . ................ .. .......................... GS'WALL. .... . .... ...... _..... ...... . ..... ....... Rcaf 28 30011 600 0224 0090 U.29 Q45 2.86 .{SI I.G2 �.75 0.28 1.02 U.57 0.57 ........ ..... ...,, ..... . ...... 19 29 .... 2U00 60U ... U2U OU9U .... ... ........... U17 0.28 R.15 11.83 3.24 L95 lAI 2.51 1.61 t.(] ..... ., ......... ..... ...... ... L2 29 ... 10 00 G 00 U 324 O OYO .............. 0.14 0.28 15.31 21.91 4.8G 7.3R I.Y7 SA6 3.11 3.1] ......._T2._ .. .... .................. ......_... .................. ........_... . .._............._.............__ 17'WN.I... .... ...... ...... ...... R��af 37 .... 30011 �1650 ...IIiG9 U090 .... .... O.SY U92 S.R7 9.24 1225 1.10 1.i0 0.07 U.p7 .... ..... ..... I3 37 2000 1650 OJ59 0090.. ..... ........ ............ O.SG U.SA 17.3i 2i.23 24.50 2.51 2.95 O.JN 0.38 .... . ...... ........ ..... .. ......,. l2 37 lOW 1650 OJS9 0090 0.2N U.S'J 3I.SR ;3.91 36.75 1.]; 0.2( i.95 1,2J 1,2J Page 1 �.3y• 'L ODO Anderson - Peyton ? ❑O❑ StructuralEngineeringConsultants JOB# �7 2�/' SHEET OF ❑O❑ p Division of ACP Consultants,Inc. DESIGNED /f't�f� DATE Z / 09 PROJECT �r�y� (_.�r�'-C CHECKED DATE . � �`�RF1K�M�/7 S � .(,�✓/f�� • . � . .. . .. � . . . . . ^!� ..�r . �. �. .. . �. . . .��_� . . � . L�ZN€ LEVFL TYP� cAP.iS t.�:F L I �v �.1 = s.5y�. STH�i� 5.�� 3 N F��,�,p5 L2 �vL I = �t.SK�. 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N D S, T/>t�lij, 11 1'Q. —�t�sA�C..S l tJ M T+ r� . � s C�.�rc,� g �/�r�., s � �.1 � '— t� L a�(� S(�yC..�. ��vi..cN e . � �-� � ti b t�r H r�d iJ -P�-s � d,�tJ ��/a.�lS(T � l.o 01'i, b /A PN YZ�� h ,�► S S M A l.l.(�YL 1�„�?TlYLA�I, �o ri.c-C �• 51' ►z o N G'cr�. G�f' ( � �.� d p L�. � , �I v �L �1�. N ��b�� u s� S Iv�� S � � 4-'—b'' +N��`, -r�p P ��s . 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 SeatUe /Eastside (206) 292-0940 ��3 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: 07-238 Lateral Structural Calculations (Unit B) OOD Anderson - Peyton Sheet 1 of OOO Structural Engineering Consultants Date: 8/l/2008 ❑❑❑ A Division ofACP Consultanls,�„�. Design By: YHW � Q L�-4 ' 26'-�� . �3� � � =. v i ` -L 4 , �..' i ` 5m � ———— � — T-----r__ —--— --- --�- � i�--- �._...... �. ----,-------- — _�'� I�J�S 1;i , I �I � � O.G. i � WI � (� � ` � � � _. � ..9�.X.1@ '. �"�� i "` __12).2x1@ . ,� � '-- �—___ _�__ \ — �� I _ � , ',. � �\ _��— — -- ----; ! -�--- � I __._.. i � I � � I r `�\ � i '' �' � _:_, ; '. � �, \ i� �-- , � i� o \� �� o � .: I // N \ I� j: N � ' ' l:.`. ( __.....__..____� �/..____..__�-�— �——,.__._._.....�L._..,��; � `1,; __� , ___ i r—'�—-- _ —� — , __ .__. i .— _.._.___.._._ _., � •— �_ 'i______ a : _ � i� I I J ____ , � _....... ...._...._.__.., i. ..:.-.:'...... .._.._ �, . � , ' L2 = � _ ------ �� L� i --- --.,, ' �, W� D UJI � ......�� ..-. � UJl _ _ , _ _ -- _... ___ . _.__ ,... _.i __. .... , � _._.. �j i, .IL-- �j n �� i ; �/ ' 50 _ ;----- � :... .......... .. , ----- - ;1 - II � ��_�'_ /" �I ;�.."_. ' � � i i � �'�' �6 i i � ..._-. � �-- -� �.r'JTQ3 �� p,,... Cs.T �� l2) 2X10 � __ L 1 �- � z ' _-- _ ---. _ _ _ ; � , _ . ... , - _ ._ __ . ---- _ �I = --� wi -- wi � I REMA� � �� (OYER 3RD FLOOR WALLS) � O��' �� f [�`"�") � 26'-1" � � ^� O . SE� PARtIAL 3EAM 3" IN � � 1m SET BEAM 3" IN I FArE OF WALL � P��q ALL � (� � 5500 FROM �ACE OF WALL � L 31pli�s AT PARTI'WAL� �OR FLUSN SIPING �P.7. bx6 POSt GONDITION Zx�O � _ P.T. bx12 'F'•t.bx6 POSt �... bx12 i 16" O.C. - - -—---— _ _... ...... __� . . .__� -— _..._. k6 � �,1 � ..�+6...� � I,1 - x � — --r------- i - �UJ2 �_ -�-- `-� ;� I � � 'V�; Q-� � / ,; ' ' — ._ _ � 12nx10 � :.. - � -�"• �� _ . _ _. ; , .__. ---_� � «nXim�o , ____ �� .._:._1- �znXim- ry�,+ �i �i «nxim� �+�o . � , � . `ti - --- --......_._. -- ' --- —t- 0-- O � O--- �__ B � _ � _ ��_.._....- � � iv � `v � I i ��„ � FF►�_ _; ; _4xim FF►=_ I n - � _... a ; ; -: r n -r:- I : � �� ' � y � � i; +A � f i O � p 9 - � '! � n `—fl _:-: I -I 0 `fl �..._....._ � �4x10 �F. �, � �.__._ � _ .._... --- ` ( � _ . ---._. _ __ ___�... ____.. _i � n � � ___ _ __ _---... � i __._ ._.... - — �'fi'+ �+ t � __L � ^ PLUMBING —-, - - -—-—'= —- - — T ;; � LU _ ' FIXTURES ____._..... ___�___,, _._.�. _ _ ...... = FIXTURES , X � cV � ABOYE , __ O i i , �'' - ABOVE �yl I k __... _; 0 = �, — ,--- L�..�., � ' U11 ;I _.._.1; X � C�� W� � � lnxim 10 � _._; � im __ _ s�mm I _�a r2nX�m �znXim�� «nxim ___. � �_—�_-.� _�: __� mm ----- __ � �k� --- -�, �� r- � � ; ,� � � �i �� -:-� � • o W, i o e � �_�; i � , ' wi u i a = `" � 6 i)!--------I' e O �! �x - 6 5500 ',i " 0 �9 i; X - �; S500 � N � . �o ry�, ;I -� ��'�+ i � �'� `- ' Fnx6� 4 6 i( 3� � ' _ _ �- _ , , x , - - - —--�-�- , X_ .__ �_�,,, �= I Z , __ _. ��-- - ! ��- ---- ,-- __�_— --- ----__ �__ � � � 2 z � s�mm �mm s�mm Unit 1 B (01IER 1ST PLOOR WALLS) v P��-� ��oaY� �� S � � � �� ,�� =f�.o/ ' 26'-1" � / 5EE PARtIAL 1. �� lfd SET BEAM 3" IN SE� PARtIAL � PLAN ABOVE , PLAN AB01I� 5500 FROM FAGE OF WALL S= FOR SNEARWALL � FOR FLUSN SIPING I �OR SHEARWALL i AT PART1'WA�� 2x10 � AT PARTl'WA1.L 27 GONDITION � 16" O.C. P.T. bx6 POSt GONpITION P.t. bx12 � ifc ---------,. - -- - ----- ,- --- _..... ........................... J �� I � !_1 ��I�-�� O ��y.y_� ��r�� n �� wL ��) i ID ,� , - �� s,_ � _ � I � � �snxim . _ ' , 3 — � �� «nX�m , _. _ .__..-- - _... .. , `_ � ; _.._ _ _ ' ._.�=r- rznXim� , � ��.fi*� �znX�m� ry�,+ i ' ,., ry . � ; - - - --- -- -- � --- —- -� - � o ,__.___�_... � -�—- , o � 0 _ , , o , � � � � i � � i N ' �" 4x1(d fFtJ_ __........i �! �' � �,- � ___._._} ; I � ; �r : � I I� +A � i , O � 0 � _ x � _. _.._ ' �4x10 FF. i�_._�� ; �;..___ ._._... u 4x10 _ _..__._._ :.____ ___.. --- --- -------- i.=i L--- f-----_ I n i ------_..._.__,. � �p i•_: �p ------------_ ....�..........__.t ; �p „ ry.�,+ p,-1- i� � �fi,�+' p,-it -- --1-- — — - i ; --- ' --- — — --i ° ^ PLUMBING T I { FIXTURES I � . � _ � �._.-_.-....; _ / � i � O I �' X � ABOV� { O ....._ N ^ � __.' _' 3 0 � .. (L; .. �. . ____.. ��, �a -.� � � _ _ ._...... 10 . ��. ' __.. __ � - ��Yf ^ ^ . I.__... ....; N ; + WL ,,.I ............'' N � ��: ._. ..._� ,r : «nx�m,r�nX�m :` �znXim s�rdm ;I� �, ' _ _ _. :.: -__�-�._�:� -- __. _.._-- ,_ , , � _ �..- __�� k � � _ , -- ; , . ; .�, � -� „ � � --1 ,, . I: �2 � _. �: _. _ � e = ..��I � � o ' wi � � ' - o a X `� --- � � ; I; N ; _. = 6 , -� ; i,_.... ; 0 •9 ,; Sr✓-� ,� _.._�? B . cr � i �D ; _._..; cr I.— ; �3�-I- �' � n,�X , !I �_;: �;_.__ q 6 �!. lti �- ! 3�x6.�_, '_� i � - � ..__.. . _.' ' � --�a - ---- --r -._. L� - � �, -- - -- —-��--- ��e�= x i —� � � -- -- � --i-- �� -=�---__ ,_= --�_ . � ( Z 85mm I I � 5500 5502 Ue�t e B L �w�, ��o� U�it �o B IOYER IST �LOOR WALLS) IOYER 1S? PLOOI F�0►or �r ` P�� _ .. _ , ...,, .� �,� f�� '� �� t3, s �-� � ' zB � 1 � - y� ❑ � `� � y _� l� i lUl JM UJl � ► � � Unit (End Cond.) PROJECT NAME: }'ELM CREEK DEV'EI.OPMENT(1JN17'B) SHEET OF L �V PROJECT NlJn4BER: 07-238 VER 2.OM ANDERSON - PEYTON STRUCTURAL ENGINEERS DATE: 12/21/09 A Division of ACP Consultants DESIGN BY: MGH ALL BUILDING LATERAL ANALYSIS Wind Method 2 per 2006 IBC NOTE: The longitudinal direction being the longer direction of the completed building comprised of adjacent units.Architectural elevations and floor pians are scaled to obtain the following tabulated values. *NO BRICK ON THIS PROJECT WIND: LONGITUDINAL•(85 MPH, Exp"B" Per IBC) VR= 13.21 PSF[14.5"52']/4= 2490 Ibs VF3= 12.57 PSF[9.5"`52']/4= 1552 Ibs VF2 = 11.75 PSF[10'"52']/4= 1528 Ibs VF1 = 0(SOG N/A) 0 Ibs TRANSVERSE- (85 MPH, Exp"B" Per iBC) VR= 13.21 PSF [14.5"`26']= 4980 Ibs VF3= 12.57 PSF [9.5"26'] 3105 Ibs VF2 =11.75 PSF(10"`26')= 3055 Ibs VF1 =0(SOG N/A) 0 Ibs SEISMIC: DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL/BRICK LEVEL AREA LOAD LONG TRANS. LONG TRANS. LONG TRANS. (FT^2) (PSF) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 1283 15.0 2.970 4.680 0.000 0.000 2.970 4.680 L3 Roof L3 Floor 1182 20.0 5.940 9.360 0.000 0.000 5.940 9.360 L2 Roof L2 Floor 1182 20.0 5.940 9.360 0.000 0.000 5.940 9.360 'Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht= 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht= 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht= 9 FT L1 wall length tran perpen. = 0 ft 1 st perpen wall ht= 9 FT ��{9 Shw_HD Calcs(IBC)_Unit B_BLDG C_Long Trans Wall.xls PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT B) SHEET OF PROJECT NUMBER: 07-238 VER(3/28/00) ANDERSON-PEYTON 12/21/09 STRUCTIJRAI.ENGINEERING CONSULTANTS DESIGN BY: YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS WIND LOAD r�FLOORS Long Tran LB/FT LB/FT Roof 2490.1 49802 Ls�eT UN1T LATERAL ANALYSIS L3 1552.4 3104.8 LB/FT L2 1527.5 3055.0 LB/FT SEISMIC COEF.PER ASCE-7 9.5.52(ASD=Eh/1.4) 0.0871 RHO 1 Ab(ft^2)ground floor area including projec[ions 1182 SEISMIC FORCES: 0.087] WALL DIRECTION(LONG OR TRAN) LONG NUMBER OF STORIES Q-5) 3 DIAPHRAGM PERPENDICULAR SEISMIC FORCES WTND FORCES LENGTH UNIT RF/FLR WALL--WEIGHT V✓T HT LONG TRAN LONG TRAN LONG TRANS WT W'I LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LEVEL (FT) (FT) AREA (PSF) (KIPS) (KIPS) (KIPS) (FT) (#-FT) (#-FT) (KIPS) (KIPS) (KIPS) (KIPS) Roof ] 1 1283 15.0 ]924 2.97 4.68 30 66623 717.53 3.04 3.29 2.49 4.98 L3 ] 1 1182 20.0 23.64 5.94 936 20 591.60 660.00 2.70 3.03 1.55 3.10 L2 1 1 1182 20A 23.64 5.94 9.36 10 295.80 330.00 ]35 1.51 1.53 3.06 TOTAL WT=_> 8137 89.92 KIPS 1553.63 1707.53 7.09 7.83 5.57 11.14 TOTAL V Shw_HD Calcs QBC)_Unil B_BLDG C_Long Trans Wallxls � �� ()MI�tiA - 2.6 0.7i1 -Includes ren seismic of U 2SDs times Dwd loads WIND D[:AD LOM PAC70R - 0.667 � HOLD DOWN CALCULATIONS LONGITUDINAL DIRECTION UNIT LATERAL ANALYSIS D+E 174'D+� D+E 1.66TD+W TO7AL WALL T07AL loTA1 seisrtuc seismic x�nd wind Go�cming H'N1. LVL 11'ALL HEIGHT OTI. Y'ORCE W w' P P �i �i MOt� MOl' DL LI. C T C T T I.INk IiNGiH OTANAL RATIO �f. II. DL 1,1. SGIS WMD SLIS WMD MR MR (FI) (F7) �I-C) KLF Y.I.P KIPS KIPS KIPS KIPS K-Ff K-Ff K-Ff Kd7 KIPS KIPS KIPS KIYS KIPS l.l ....,.. . ..........._ .... ........... .... ............ .... ....._....... .................... ..._._......... 3'��'ull . ............. ........... . ...._...... .. ._......... ................. . ............_... Rmt 12 30.q1 2511 0250 012� 0,14 0.12 I.A2 1.17 132 1.10 0.18 099 U.I2 U.18 ............... . ............ .......... ......_. ............... .. ................ I:+ 12 20.011 2.SU Q25U 423U 0.13 0.07 4.11 3.OG 2A3 2.46 1.OJ 2.04 0.6N LOJ .. ........ . . ....._...... . .......... ...____ .. ................ ............... IZ 12 70.00 2.50 0250 0130 0.06 0.07 744 5.67 2J5 4.Uft 2.1G 337 i 51 Z,�(, 1.3 ._..._ ................ .................. .._._.... ........_. ..........._.. . __.._....._ a'1\'xll ............... ........._... . . ......_._. ......_........_ ................ . .............. Rro! 9 311.IN1 3.50 �011i IIJ2] .. ... 0.58 OA7 5J7 173 2.58 238 1.1U 209 0.8[, LIII .................. ......... .....__.. . .... . .... 1,? 9 2U.00 ..... 350 U.331 423U.......... ................ .. . ............ . 0.51 019 1G.G6 ]2A0 3.99 5.90 39? 4.Gft ZJb 3J? ....... . . ............... ..................... 1.2 9 ]0.1111 350 OA3J OS30 026 0.29 30.11 22.97 9,q0 IU_IS 7.JG 8_II 5SJ 7,16 L2 ...___ ....................._ . .._....... .................. .................. ..._........_. .. ..........___... ')'N'ALl ............ .......... ........ . . ............. ........_.... R�wf 9 30.IN1 N511 1,U00 0090 1_17 0_9G I7.71 9.G0 A25 17G L09 1.51 0,87 L09 .... .... ... ......._... . ........... ................. ............. L.? 9 20.W A.50.... .....1 011(1 II.IIYII . . .. . 1.01 0.G0 33 83 25.18 (.50 A.74 3.�1 3.73 ?.JS 3.11 .. ............._. . .....__..._.. .. ....._ .. ._................ L2 9 1U.00 850 IUO(1 IL090 U.52 0.59 61_14 46.65 995 834 G.3J G64 J.72 G.3J Page 1 LSI tran PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT B) SHEET OF PROJECT NUMBER: 0�-238 VER(3/28/00) ANDERSON-PEYTON 12/21/09 STRUCTi JRAL ENGINEERING CONSULTANTS DESIGN Bl YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS WIND LOAD @ FLOORS Long Tran LB/FT LB/FT Roo£ 2490.09 4980.17 LBiFT UNIT LATERAL ANALYSIS L3 1552.40 3104.79 LB/FT L2 1527.50 3055.00 LB/FT SEISMIC COEF.PER ASCE-7 9.5.52(ASD=Eh/1.4) 0.0871 RHO 1 Ab(ft^2)ground floor area including projections ]182 SEISMIC FORCES: Eh/].4*RHO= 0.0871 WALL DIRECTION(Li TRAN NUMBER OF STORIE! 3 DIAPHRAGM PERPENDICULAR SEISMiC FORCES N�IND FORCES LENGTH UN1T RF/FLR WALL--WEIGHT WT HT LONG TRAN LONG TRAN LONG TRANS WT WT LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LEVEL (FT) (FT) AREA (PSF) (K1PS) (KIPS) (K[PS) (FT) (#-FT) (t!-FT) (KIPS) (KIPS) (KIPS) (KIPS) Roof 1 I 1282.5 1 S.0 1924 2.97 4.68 30.00 666.23 717.53 3.04 3.29 2.49 4.98 L3 1 1 1182 20.0 23.64 5.94 936 20.00 591.60 660.00 2.70 3.03 1.55 3.10 L2 1 1 1182 20.0 23.64 5.94 936 10.00 295.80 330.00 135 1.51 1.53 3.06 TOTAL WT=_> 8137 89.92 KIPS ]553.63 1707.53 7.09 7.83 5.57 11.14 TOTAL V =__> 7.09 7.83 KIPS NOTE PERPENDICULAR WALL WT]NCLUDES BRICK DEAD LOAD,TOO. LOADS TO WALLS IN TRANSVERSE DIRECTION UNIT LATERAL ANALYSIS ADDED ADDED BASE BASE SEIS. R7ND GOV 2•SEIS. WALL WALL SEIS. WIND SEIS. U�ND SEIS. WIND SHEAR SHEAR ID LENGTH AREA LENGTH Fi Fi Fi Fi SEIS. �171�D. (ft) (fi^2) (fr) (Kips) (Kips) (K9ps) (Kips) (Kips) (Kips) PLF PLF PLF PLF T1 Tl Roof Tl 40A 641 OS 1.65 2A9 1.65 2.49 41 62 62 82 L3 Tl 40,0 591 OS 1.51 155 3.16 4.04 79 10] 101 158 L2 Tl 40.0 591 O.S 0.76 1.53 392 5.57 98 139 139 196 T2 T2 Roof T2 37.0 641 0.5 1.65 2.49 1.65 2.49 44 67 67 89 L3 T2 37.0 591 0.5 ].51 ].55 3.16 4A4 SS 109 109 17] L2 T2 37.0 591 0.5 0.'76 1.53 3.92 5.57 106 I51 I51 212 Page 1 LS2 tran OMF:Gn - 2•8 SL7SMIC nEAI)L�AI)�AClOR= U.7J1 -InClUdes�'Cn scismiC of U.2SD5 times dCad load V.'(ND DEAU LOAU FACI'OR= Obfi7 HOLDDOWNCALCULATIONS TRANSVERSEDIRECTION IJNITLATERALANALYSIS D+E o.7a•D+E p+E i.667ro+�y Tor.u, u'ntt. T�TU- Tor,�, seismi< seismic a�ind �cmd Goveming \t:ALI. 1\'I. t\'.U,1. HF,1()IIT O"11 FOkCF: U' \\' P P Fi F'i \IOl'.Ut AfOT.LL Dt Lf. C' T C T i 1.1\I�. f.F.TGTN UT.41e1L RATIII OL 11. Ui. LI. SF.IS N'ItiD Sf,IS �i'I�D \1R MR (FT7 (4'f) (Ff) I:LF ALI' ]:IPS AIYS AIPS AIPS F:-Ff 1:-F1' A-ti I:-Ff AIPS AIPS }:IPS AIPS {;IPS .........T�........... ..................................................................................................................................................................................... �U'WN.L ............. ............... .... ................... ... .._....................,. ._ ... ....... Rml 40 30 00 39 50 ].0011 0 090 1.65 2.A9 16.46 24.90 7U11 2.19 2.11 ...... . ............ ...... .. ........ . ......._.....__.... ............ ......... 13 40 30.00 79.SU 1.00U 0.090 1.51 1.55 38_OS 6?.33 140.i2 5.77 5 21 ....... _........... ... ......... ... ......_...... ............... ............ .._...... 1.2 40 10.00 39.50 � 1.000 0.090 0 76 1.53 87 21 127.03 210.63 7.55 8.40 _...T..?.._..._. _....._.... _. _ _ 17'WAI I. .... ................ ........� _.._._.... ........... ......._......... ............ Rcwt 37 3U.00 ]6.SU U.J.Y 0.090 0.76 1_14 756 ]I.di 1225 1.2U 1.AJ 020 �20 .... ................. ............... .............. .. ................. .. ............ ............. L3 37 20 UO 16 s0 IL�59 0.1190 0 90 �71 22.08 30.01 24.50 2.82 U21 330 0.83 �83 . . .. . ...... ....._._ . . _. '__..... __..... ...... ... .... ..... .......... ............ I2 37 ]O.UO 16SO U.�59 0090 0.35 0.70 50.07 SS,GI 36.75 4,66 0"/8 5GO 1.AY 1.NY Page 7 PROJECT NAME: 1'ELM CREEK DE�'ELOP!11ENT(UNIT B) SHEET OF �� PROJECT Nl1MBER: 07-238 VER 2.OM ANDERSON- PEYTON STRUCTURAL ENGINEERS DATE: 12/21/09 A Division of ACP Consultants DESIGN BY: MGH ALL BUILDING LATERAL ANALYSIS �Na Wind Method 2 per 2006 IBC CoND17".ZoN NOTE: The longitudinal direction being the longer direction of the completed building comprised of adjacent units. Architectural elevations and floor plans are scaled to obtain the following tabulated values. *NO BRICK ON THIS PROJECT WIND: LONGITUDINAL�(85 MPH, Exp"B" Per IBC) VR= 13.21 PSF [14.5"`52']/4= 2490 Ibs VF3= 12.57 PSF[9.5"'52']/4= 1552 Ibs VF2 = 11.75 PSF[10'*52']/4= 1528 Ibs VF1 = 0(SOG N/A) 0 Ibs TRANSVERSE- (85 MPH, Exp"B" Per IBC) VR= 13.21 PSF [14.5"26']= 4980 Ibs VF3 = 12.57 PSF [9.5"`26'] 3105 Ibs VF2 =11.75 PSF(10'*26')= 3055 Ibs VF1 = 0(SOG N/A) 0 Ibs SEISMIC: DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL/BRICK LEVEL AREA LOAD LONG TRANS. LONG TRANS. LONG TRANS. (FT^2) (PSF) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 1283 15.0 2.970 4.245 0.000 0.000 2.970 4.245 L3 Roof L3 Floor 1182 20.0 5.940 8.490 0.000 0.000 5.940 8.490 L2 Roof L2 Floor 1182 20.0 5.940 8.490 0.000 0.000 5.940 8.490 "Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht= 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht= 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht= 9 FT L1 wall length tran perpen. = 0 ft 1st perpen wall ht= 9 FT � 5y tran PROIECT NAME: YELM CREEK DEVELOPMENT(UMT B) �,/D �NOi�T�� SHEET OF PROJECT NUMBER: 07-238 n� 1-� VER(3/28/00) ANDERSON-PEYTON 12/21/09 STRUCTiIRAI.ENGINEERING CONSULTANTS DESIGN B1 YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS WIND LOAD @ FLOORS Long Trnn LB/FT Ls�r Roof 2490.09 49so.17 ts�T UNIT LATERAL ANALYSIS L3 1552.40 3104J9 LB/FT 1,2 1527.50 3055.00 LB/FT SEISMIC COEF.PER ASCE-7 9.5.52(ASD=Eh/1.4) 0.0871 RHO 1 Ab(fr^2)��rowid floor area including projectious 1182 SEISMIC FORCES: Eh/1.4*RHO= 0.0871 WALL DIRECTION(L TRAN NUMBER OF STORIE; 3 DIAPHRAGM PERPENDICULAR SEISMIC FORCES WIND FORCES LENGTH 11NIT RF/FLR WALL--WEIGHT WT HT LONG TRAN LONG TRAN LONG TRANS W7' W7 LONG TRAN HT LONG TRAN V/FL V/FL V/FL \'/FL LEVEL (FT) (FT) AREA (PSF) (KIPS) (KIPS) (HIPS) (FT) (#-FT) (#-FT) (KIPS) (KiPS) (KIPS) (KIPS) Roof 1 1 1282.5 15.0 1924 2.9'I 4245 30.00 66623 704.48 3.04 3.23 2.49 4.98 L3 1 1 1182 20.0 23.64 5.94 8.49 20.00 591.60 642.60 2.70 2.94 I.55 3.10 1.2 1 1 1182 20.0 23.64 5.94 8.49 ]0.00 295.80 321.30 1.35 1.47 1.53 3.06 TOTALWT==> 8137 87.74 KIPS 1553.63 166838 7.09 7.64 5.57 11.14 TOTAL V =__> 7,09 7.64 KIPS NOTE:PERPENDICULAR�1'ALL WT INCLUDES BRICK DEAD LOAD,TOO. LOADS TO WALLS IN TRANSVERSE DIRECTION LiNIT LATERAL ANALYSIS ADDED ADDED BASE BASE SEIS. WIND GOV 2•SE1S. WALL R'ALL SE1S. WIND SEIS. WIND SEIS. WIND $HEAR SHEAR ID LENGTH AREA LENGTH Fi Fi Fi Fi SEIS. N'IND. (fr) (ft'2) (ft) (KSps) (Kips) (Kips) (Kips) (Kips) (Kips) PLF PLF PLF PLF T] T] Roof Tl 28.0 641 0.5 1.61 2.49 ].61 2.49 58 89 89 115 L3 Tl 28.0 591 0.5 147 ].55 3.09 4.04 110 1qq lqq 22p L2 T1 28.0 591 0.5 0.74 1.53 3.82 5.57 136 199 199 273 T2 T2 Roof T2 37.0 641 OS 1.61 2.49 1 bl 2.49 44 67 67 87 L3 T2 37.0 591 0.5 l A7 1.55 3.09 4.04 83 ]09 109 167 L2 T2 37.0 591 0.5 0.74 1.53 3.82 5.57 103 151 I S] 207 Page 1 L 5y. � tran �,M,�� - z.g �"/i/D ��t/ �" j SI.ISMI(;llI:M 1,OAD£ACTOR= 0.7�1 -Includes rcrt scismic of 0.25Ds timcs dead load ��!,,,:-�-��f N'MI)DI:AD LOAll FACTOR= 0.667 HOLD DOWN CALCULATIONS TRANSVERSE DIRECTION UNIT LATERAL ANALYSIS D+E o.7a�D+E D+E i.Gr,7w+W TuTA�. ��'u.�. ToTni. ror,v, seismic seismic �cind �vind Gm�erning \l.aLl. 1.\'1_ N'ALL IILI(�IIT UTL F'ONCF: N \\ p � Fi �i MU]',DI. A10'f,LL Ul. LL C '1� C T T LI\I�: I.L!�'C"fH OT41VN. RATIO DL 11. DL 11. SF.IS N'1\'U 54:15 N'IVD �IN A1R (f�T) (FI) �F'n ALF ALF AIPS AIPS AIPS AIPS A-Ff A.FI' A�i�'I- F;-FJ' �IPS 3;IPS AIPS IJNS 1;IP5 _..._r!._..... .,.. . _ (.S'WAI.I. .... ...... .... ........ ......._ ........ ...._.. H�w1 28 3000 6U0 U.433 00911 0.37 0.58 3.75 5,7R 1.G2 O.N9 0.;2 ]23 078 0.78 ... _....... ..._.. ..... ...... 13 28 2U00 600 01J2 0090 ....................... 0.3i 03G 10.91 75.16 3.21 236 1.J2 307 2.17 7.7� ... .... ....... ....... ... L2 28 IU00 60U 0.212 0090 0.1"/ 0.35 19.78 2R.10 4.R6 4.11 2.70 S.q9 J.1J J.iJ _..T.?........ _ ...._...._ _....... _....... ............ ......... n��ni.�. . .._.,.. ..... . _._. ........... _.._ __ R�w! 37 ,.. J000 165p II.i59 009U ,......... �73 I.1J 7.J1 Il.�l7 1215 119 1.4; 020 0.20 ......... .. .... . .... ....... ........ L? 37 20 00 ]!50 O.JC9 �0 OYU 0.68 (1.7] 21.59 30 O] 2J.50 2.7H 0.2I 3.i0 0.87 0.83 ._. ....... ........ ....... ....... ......... ......... 1.2 37 10 00 ]6 50 O.JSy O U90 p.;q O]U 39.15 55.61 36 75 4.60 U92 5 6l1 1.%9 1,%9 Page 1 L 7''f • L. 000 Anderson - Peyton ❑O❑ StructuralEngineeringConsultants JOB# D7`�i� SHEET OF A Division of ACP Consul[ants,Inc. ❑D❑ DESIGNED hlGy DATE / o�" PROJECT �jv+�a C..�,��_[s_ CHECKED DATE , & ��F� � ' L%v�c. LE:�� 7`Yl'� c,�Fl� ca� ! USE L� tar,�e�� -- �.9�� ?"�'�im '�.i'��c �`�� ' L 2 ;a'��a�r& � 6,3�;� �1��a� G,�7'�. rtti �3 ��a��= ��. 6.� ��; �,s� 1 . s�� .�'�.. �t l(rC�� J(„K � i''��jo.7� ��l�,�s�4.,,'�.�/o<�� Li L�-1.k - 0•4!�� n� � �- � L2 5 d -� 2 � �,�+,��.. /�'i�`��'� 4,83� O,r �,� ��-��< - `,�`z f r��:��F� �.69,( a� � ,6.,,� o►c 6 � �w n�[c �Gd'fta�Fs7sal(�t�`�F�vG 1.� �,t w� , = c,e�ak rv�a,,E � ol< . . l L,�*.° L. � .� . . . . . �. . . . �L '3 = i.F;g'� ��.^�;� °' [al� �-1 �.� . �"3 °. 1.�� :fr�:r — ol�, �� oU�'U = o� uoNE ` o1C T�� f0��•�; •_ 1.89� No�JE - Bu� [� y� ' y�' ,� NG ; o ,,, ,�� w a� 7�u5/ee.��U �8 �,,.,.// A«y�„ . �! ``�LC = ok l'voN� - aK R2 L.��2 � o.e3� NcNF - Q� ^ ;a L�- `'3 � e�C, l�il�l�tb - O� �:`'= L 2 -�-: - .a� ��aiv� - o!< C 1,!� ��;,�si�• �`i Fr,'�x�r� � �(,ly�' STND/o 3.73� N(� � Br..,� �k �6 �. in5,oec ic+n . . � � ? �W loNyir7s.�w�N�, ;f L l-t'L = 1.�7,� /l1sT 3? 2.7/,(� a�< 'F'! 4:1"L3 .: .7gk .NoNE — DI� 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Sea[tle /Eastside (206) 292-0940 L. 7`7• 7 000 Anderson - Peyton ❑O❑ Structural Engineering Consultants JOB# a7-23� SHEET OF ❑O❑ p Division of ACP Consultants,Inc. DESIGNED /J/IG� DATE !Z 2 D� PROJECT lcl.o, C.�.� CHECKED DATE lJJ�,f B@ F�t��n , Tz : 1,SA� i:'�,�� `'lys;f - Ko�c� �C� v,a, s,a[n '�.//s � x SFX��6�,,,Q��/Tl�,F x z ��fs � �� . �.J . �. � .. .. , J �•b� ✓1.�4lG�ibs^ r�'i' �S�'�� . . � � �� .. . . � �co1'p�CvL ri ��+"l�/L`iL e^" kr t�,IN6�� 3.25„Len9 r Sc� Q�facL�Q S�ictT: � " l tia;l,� �-� <s� �1��f/ sr� � l�8�,��.��aC F �.�o,,��% x �- ��s = �:�� _> i,o�� ,s� S� �E� ��.�� ,•� �,.�� , — �� D� s S;h� w,�r,l ��,�/��. Sl�w...,,�./� C'a l� G'w�F�.�, (,�L t'crL�e�r- -f�-,6 °.�d,.r l - .f`t�f' — T�,� ' �,,,;�Z�, �� Q�ja cc.:a� ��r�� - y$��= ��, --� Yff x��.c°�,�{ f�L x,66�� 5�.3 1�,.�� x 5-�-� �� ll = 266. �C,� x 2 ��.�1� = 5 3� . s �,� + 2�,f T�uss ; 2.o-r��z = so�-f .-:� ,o�� x ��s�>f�'L x.6�6� � �oo�lf x s�� e� = ,�� 7`0,�? �2c�f t sL L v�.s =. soo � 5�2.S l� ..�,.�.� =1!.n_��.�,1 �L —� U�/�� - 1. ��.� — l.03,� = . �6� r�a,.��,..,<�. -� .g�; � l.a�� ;n �p ,c�,,.. aQ�.,,., `,.��rr / R.,e�r �� /� ;1�^+ �c(� .� �ls f� e�'fe.�4- u�ple'�� -trn'CG� @ f�.�a�`�-.-A -�� . �.��.� � f ��;��,.�: �� ..��f. 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seattle/Eastside (206) 292-0940 L 5'�- � PR07ECT NAME:. Y�y.� C✓Fe.� SHEET OF PROJECT NOMBER: 67,2 j$ V ER 9.07.01 ANDERSON-PEYTON 12/21/09 S'TRUCTURAL ENGINEERING CONSULTANTS DESIGN BY: �9G-H NAIL SINGLE SHEAR WOOD-WOOD or WOOD-METAL and COMBINED WITHDRAWAL DFL=llouglas Fir-Lach DFS=Douglaz FirSouth HF=Han-Fir SP=Southem Pinc Main Member: Side Member: WOOD species: HF WOOD species: HF MET.4L Fem 3500 psi Fes 3500 psi Fes ar Fu 45000 psi tm 1.5 inch ts 1.5 inch Is 0 inch Nail B ox or C onmion: C Penny Weight 12 d End grain(y/n) N D 0.14R0 inc}� Tce nail(y/n) N Length 3.25 in Dia 3ua hi N F b 90000 si Combined Lateral and Withdrawal: ' al ha 0 de ees Z= 102 IbS shear penetration into main member 1.5 inches O.R8R in min W= 25 lbs/in withdrawal Nail Penetrates Main Member s��gleShear(Iwomember) Z'= 138 lbs rr�i wiva�� W'= 38 lbs CombinedLsterel end Wlthdrewel Deslgn Velue Z a'= 138 lbs �use Cd Adjustma�t Fac2oc C D C M C t C g C deka C d C eg Cln Cdi Z � 1.60 1.00 1.00 1.00 1.00 0.64 L00 1.00 1.00 W 1.00 1.00 1.00 Z failure mode 1' Re 1.000 353 Mode Is L=Nail Length K(D) 2.200 132 Mode IIIm D=Shank diameter k 1 1.121 I 32 Mode IIIs k2 1.121 ]02 ModeIV D Notes; 1. Metal side members:Fu=SSOOOpsi for hCTM A36 steel,arid Fu=45,OOOpsi for ASTM A653 Gade 33 steel. 2. Dryth factor,Cd(NDS 123.4)based on prnetration into main mcrnb«oTp=12"shmil<dianeta of s�cw,vn9i minimum prnetration oTp=b•d. � > �..., � � S �; � � � r � � � � r � — � � � � � � � o _ = w �, > N < �� om o W��Z � �. w�^� a yj�w w ❑ -* � � F� �a�� NNrv � � O�NY , /� � �' + ,L�i �(7�in cf_l�i,� cr^li. Z O N p o o V V r� ^ � � �Y N M M � �� N�� ' OZ Z�a smm �. U K�Y N h h ~O � W ° w N � r p V �ZNin om�o � Q ��NY vi�0t0 a � o r � ° j y � u N W n v, — J Q ��za NmN n � Q v �q�g �� Z m � � � Q a � n J o a¢LLOi rnon Q p Q F(�a rnor) N N �ZZO Y Nr'ihi � iV � W W F—� F- a N LL Q VJ w�NN rNP o J W U7Za N � � �41Q Y vi�C F' � O �` � Z O U � _ � N��a H�� n f'7' m Q m�nOx. '° `o r � Z U � d � � Z Q �fnt a �� m � � G tnQSY Ne°r q a U � ti a 0 w r`n- w �c7�a "� E � Q y In� Y t�v V n L � Y m W J U Z y� in `�°o°o � i o z��a f �N U Q� Y N N N �\ >O Z � f � �� v m rn � OZ z LL�a �'�n ��.� W?� O� Y N N N ',� wmww U �fa� a 7 ZZ 2� J '.� � /� r r O� W � v 1 U U(n f ��rc�, WWwU W �� '�p. 000¢ � a a<vi �',,ta,: L � 6 PROJECT NAME: YELM CREEK DEVELOPMENT PROJECT NUMBER: 07-238 Lateral Structural Calculations (Unit C) �O O Anderson - Peyton Sheet 1 of �O O Structural Engineering Consultants Date: 8/1/2008 ❑0❑ A Dii�ision ofACP Consultm��s,Inc. DeSlg17 By: YHW . . . : : �t ' : . � � , . . : � . : 7�� -:r-��- = E =-� �- ��I�� I��I�I��I �� i:r- — ��=-�-�I - =.E .. .. - .. .:_ .. .. = ��:-� ::� CC� ..�;� ..� ..� ■■ �__ ■■ ■■ � � �� - .�--. =.-%=�==��- II = II�IIIIII�IIIII�IIIII� �I�IIIIIII�III�II�II�I II ��I��) ��I ii• � �i• ii• III ii. ii. ii. 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N , ______.:, ___ _ I ` !� �, o I ; � ; _ I ___ -- o ' � - T=-- --�--- -- 3 — l.Z_c� � , w� ;i w► � � � � �r ;, i __. ..__ _-- , - _ � : ,i ;I, _I :., I._ j i _.F�' �0 ; n _.. . � W� _' ; I , __.... -,-.-: �:; i Wi � �— --- -- _ ;; � %' � ...._ _. � � / �. � ;� � � 1 --- i ,_-- p i �I1 � � ...._.....��, N N kW � i _.� N � � � :� � w� _.__._ � �;� .____'',; L�.r 30 a „ � 4x1 u _� !� � f.21_2x _ — ` ( _ 1�� ___._..__. _...... � � ( — — — —— WI — — W� I —�— � WI W� I � i U� C ✓ZO o� (OV�R 3RD.FLR WALLS) _— —� �G ► n �� N J � � � � 26'-fd 1/Z° I LL °.�T BE,4M 3" IN 10 FROM FACE OF WALL i P.T. 6xb POST FOR FLUSH SIDING r HAI�s JOISTS �-- i P.T.bx6 POgT �i OFF OF BEAM \:J - e�� :�, — ,,I - -�-—-—- V ' �-�6- NANKs JOISTS "7`I P.T. 1x 0 ' 2 � 9� � � �;� OF OF B E A M x= !� �.. : L�DG�R � ' + ; n�q W2 �:� ; P.t. 2x — , � s " �– 19 —_ ; i LEDG�R __.... .... —12 _ _._ .. .. ...:......................... ........ ; _ 5�00 i i �++o... :.�......................_�..._ 11 xl0� � 19 v �ry � L`� 5m I • O i� � X � � .o e `fl _--�I _ i � � – ., ; � v� i; � > 1 I � ( I � _�x10�____� s , ? ,__.�.. � � � I � i + a J I � O x� I l :...... . . ._.. _�,. ..!1 ... e � im z: "___'I �--.-__-- N __J �.__. I.J4Xi0 F�. 3 _, _ _ _T--= - — ,_ �i�u�s � � �o � u wi -- ABOYE l�y + �`+ � O PIXTl1!?ES : _ , ...... '...� + 9 � �_�.:_,'------ ABOVE `I O ( �,, .y, � I :Ir:.. ..... .`:�.... N _ �'__` 0 _ � 0 �9 X � b i� X � N __....;„� . r. :— _ I -- __ D ____ �� . _ �, � � _ ..� �snxim 6 � i��znxim �-- --- � , � wi � ---"i I � `_-��,a z . � wi _.=�� . o ;,,� o �---:,� � � � e s � � N ___,_�..��il� i i':i ----'. — � '�hk6 <3hx6 � �.,— 40--- - �- -— —c��_ � __. c�zlx�m _ I _ -�_. � ��_ _ --- � � � � wi W� � � ,— _ I Q I � � � , __ m � ` � � 3 n b �,�,�o,� (OYER 2ND.FLR WALLS) t, G z. Tf N J 26'-m 1/Z" � SET BEAM 3" IN FROM FAGE OF WALL Im �OR FLUSN SIDING � 5�00 i P.T.bxb POST � — es.�xiz_. .— --I---—-—-—- ,�o ;_ V =+�. � �,a�.w �o�srs � A � 2 ; A � �2 � OFF OF BEAM � � samm � �� N�� ° i iI - + � �� , P.T. 1x 0 2 �� -_ , L�DCsER � �.__..� ................................ ..... — } �+�p... —�_ _�'�.. (2r1x10 t� � � � -t- 19 — j • �` � �.`�� S50m f 0 ° - X � �`+ � 0 � � — �, N `� � � X10 F�. ` _ , io ": � _ , �� ---� � ! ' +.� : , � � r � - 1 I! o x� , �' - _,.__� ___.._._�---, " --jL.. - ---.....i _ � �0 10 �_____.__.,� i'�:____ ::. _.._..� � I �i � " 5 �3 = --_�' �_------. _�.�axim F�. !, ' , _ - I p"�__ I — _ m �� +� �, �+� i� � ;) W1 3 m �ti i �� O ---- FIXTURES .� ' __ . •_ + 9 = � ��--- ABOVE , , i _.....��..::� ; -x � ' Or- ::-:; _.. , O ;._: !..:. " N ,' � `" _... ____.. , _ _ - � - � _._.._,.; — i'a; � . � � N �- �:,_ ��I�� --, � �; ' 6 a� j'� l;r�nXim�}, �?nxim _.�. m J _.._ ._ .__ �I; , �� { � '� i� ��;� I� � __._�,',�i z �� u WI � . !.;' r� �" ;;��i � 0 �; 0 O ..._._._�:i i � N i i X � -j-� � - I N _.___�q� 1 , �',bi i il r�3 k6 (3 � 1= h i � - ��- -— �F�_ �` ---- 12nx10 _ -----�---- _��—�--..� �--- -�WI 1— � 5 � � ^ I wi �i I - i 2 i r✓' .9 I 50 � U�dt e C �„tJ D ��° °� IOVER IST.FLOOR WALLS) � _ 3 � s L63 _ , o � . S� � � � ao��' =D aWI _� a� (� � )N - � UJI V) � �r sp 0� � Unit C ( nd Cond.) PROJECT NAME: 1'ELM CREEK DE�'FLOPMENT(UNIT C) SHEET OF �� PRO,fECT NLIMBER: 07-238 VER 2.OM ANDERSON -PEYTON STRUCTURAL ENGINEERS DATE: 12/21/09 A Division of ACP Consultants DESIGN BY: MGH ALL BUILDING LATERAL ANALYSIS Wind Method 2 per 2006 IBC NOTE: The longitudinal direction being the longer direction of the completed building comprised of adjacent units.Architectural elevations and floor plans are scaled to obtain the following tabulated values. *NO BRICK ON THIS PROJECT WIND: LONGITUDINAL�(85 MPH, Exp"B" Per IBC) VR= 13.21 PSF [14.5'*52']/4= 2490 Ibs VF3= 12.57 PSF[9.5'*52']/4= 1552 Ibs VF2 = 11.75 PSF[10'"52']/4= 1528 Ibs VF1 =0(SOG N/A) 0 Ibs TRANSVERSE- (85 MPH, Exp"B" Per IBC) VR= 13.21 PSF [14.5"`26'] = 4980 Ibs VF3 = 12.57 PSF [9.5"`26'] 3105 Ibs VF2 =11.75 PSF(10"`26')= 3055 Ibs VF1 =0(SOG N/A) 0 Ibs SEISMIC: DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL/BRICK LEVEL AREA LOAD LONG TRANS. LONG TRANS. LONG TRANS. (FT^2) (PSF) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 1283 15.0 3.078 4.752 0.000 0.000 3.078 4.752 L3 Roof L3 Floor 1182 20.0 6.156 9.504 0.000 0.000 6.156 9.504 L2 Roof L2 Floor 1182 20.0 6.156 9.504 0.000 0.000 6.156 9.504 `Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht= 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht= 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht= 9 FT L1 wall length tran perpen. = 0 ft 1 st perpen wall ht= 9 FT �G5 Shw_HD Calcs(IBC)_Unit C_BLDG I_Long Trans Wall.xls PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT C) SHEET OF PROJECT NiJMBER: 07-238 VER(3/28/00) ANDERSON-PEYTON 12/21/09 STRUCTIJRAL ENGINEERING CONSULTANTS DESIGN BY: YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS WIND LOAD @ FLOORS Long Tran LB/FT LB/FT Roof 2490.1 49802 LBiFT UNIT LATERAL ANALYSIS L3 1552.4 3104.8 LB/FT L2 ]527.5 3055A LB1FT SEISMIC COEF.PER ASCE-7 9.5.5.2(ASD=Eh/1.4) 0.0871 RHO 1 Ab(fM2)ground floor azea including projections 1182 SEISMIC FORCES: 0.0871 WALL DIRECTION(LONG OR TRAN) LONG NUMBER OF STORIES(1-5) 3 DIAPHRAGM PERPENDICULAR SEISMIC FORCES N�IND FORCES LENGTH UN1T RF(FLR WALL--WEIGHT WT HT LONG TRAN LONG TRAN LONG TRANS WT WT LONG TRAN HT IANG TRAN V/FL V/FL V/FL V/FL LEVEL (FT) (FT) AREA (PSF) (KIPS) (K1PS) (KIPS) (FT) (#-FT) (#-FT) (KIPS) (KIPS) (KIPS) (KIPS) Roof 1 1 1283 15.0 1924 3.078 4J52 30 669.47 719.69 3.06 3.30 2.49 4.98 L3 1 1 ]182 20.0 23.64 6.]56 9.504 20 595.92 662.88 2.72 3.04 1.55 3.10 L2 1 1 ll 82 20.0 23.64 6.156 9.504 10 297.96 331.44 ]36 1.52 1.53 3.06 TOTAL WT=_> 81.91 9028 KIPS 156335 1714.01 7.13 7.86 5.57 11.14 TOTAL V =__> 7.13 7.86 KIPS NOTE:PERPENDICULAR WALL WT INCLUDES BR1CK DEAD LOAD,TOO. LOADS TO WALLS IN LONGITUDINAL DIRECTION LJNIT LATERAL ANALYSIS ADDED ADDED BASE BASE SEIS. WIND GOV 2"SEIS. WALL WALL SEIS. WIND SEIS. �VIND SEIS. WIND SHEAR SHEAR ID LENGTH AREA LPNGTH Fi Fi Fi Fi SEIS. WIND. (fi) (fl^2) (fl) (Kips) (Kips) (Kips) (Kips) (Kips) (Kips) PLF PLF PLF PLF L1 L1 Roof Ll 12.0 321 0.25 OJ6 0.62 0.76 0.62 64 52 64 127 L3 Ll 12.0 296 0.25 0.68 039 1.44 1.01 120 84 120 241 L2 Ll 12.0 296 0.25 0.34 038 1.78 139 149 1]6 149 297 L2 L2 Roof L2 9.0 64] 0.50 1.53 125 1.53 125 170 138 170 339 L3 L2 9A 591 0.50 1.36 OJ8 2.89 2.02 321 225 321 642 L2 L2 9.0 591 0.50 0.68 0.76 3.57 2.78 396 309 396 793 L3 L3 Roof L3 9.0 321 025 0.76 0.62 0.76 0.62 SS 69 85 170 L3 1,3 9.0 29G 0.25 0.68 039 ].44 1.01 160 112 ]60 32] L2 L3 9.0 296 025 034 038 1.78 139 198 ]55 198 39G Page 1 � 66 Shw_HD Calcs(IBC)_Uni�C_BLDG I_Long Trans Wall.xls OMF.l;4 - 2.8 U.7�1 -Includes cert seismic of 02SDs times Dead loads WINllllEADLOADFACTOk - 0.667 HOLD DOWN CALCULATIONS LONGITUDINAL DIRECTION UNIT LATERAL ANALYSIS D+p i.74�D+: p+E i.667•D+W tofN. wNl. ToTaL ToTa, seismic scismic wind nind Goveming WAI.1. LVL WALI. HF.IGHT OTL �ORCE W N' P P Y-i 4'i MOT MOT Dl. LL C T C T T I.R.'I�. f.ENGTH UTANAI. kATI() UI. II. DL I.L SEIS WM� S�.IS M'IND MR MR (Ff') �I�7) (f'1) KLF KL1� KiPS KIPC KIPS KIVS K-R K-FT K-Ff K�Ff KIPS KIPS KIPS KII'S KiPS L1 ._..._.. .................. .... _........... ........__.. .. ............. ................ ................... 3'N'all .........._.. . ......... . ..__.... .................. . ..._........ ............. R�wf 12 30.M1 250 0.250 0421 0.19 0.16 1.9] LSG 1.32 L29 037 ].15 027 0.37 ...................................................................................................................................................._.................................. 13 12 20,Iq 2,50 0.250 0130 0.17 0.10 552 4 08 2.03 3.02 ].60 2A5 1.09 ].60 . ... .............. ............... ......._..... .. .............. ..._. ___...... L2 12 111.00 2 50 0 250 1123U U OR 0.10 998 7.56 2J5 5.09 3.17 4.13 2S9 3.17 L3 ..._..._.. __......... ...._........ .................. .............. ...._............ ...._........,. 1'Nvll ........ ............... ............ .._...... .._........ __....,........ R«,f 9 30.00 3.50 OAai O.J21 0.3d U28 339 2J7 2.58 171 442 153 U30 0.12 ............. ......._...... ............. .. ............_. ..._......... ................_. I,3 9 20.W 3.50 O 1Ji U 230 030 0.17 9.81 7.26 3.99 3.9d 1 J6 311 1.31 I9( ..__... . ..... ......_.. . . ............ I1 9 10.011 350 0}�� 0,2311 0.15 0.17 17J4 13A5 5.40 G.l,] 3.93 53R 2.N1 393 L2 .......__.... .......... .................. ....... ........... ......._......... ......... . ._.,....... `1'�\ALL ............. ............. ...._.......... .........._ . ..._. . ......._.... R«,f 9 3U.W %.50 1.INq U.1190 1.53 7.2i 1528 12A5 315 2]8 1 c1 ]SS 111 1 S] ........... ...._......._. .. ......._.. ............__ _.__........ ....._..._........ 13 9 20.110 H.SU I INIU U11�0 13(, 09R 44.15 32.G6 GSU 596 J.(3 -061 3.33 J.G3 _ ._.......... .............. .............. ................. .................. ........._......... 12 9 l0.O11 B.SU 111(10 OUYII ObN 0.7G 79.R2 G0,5] 975 1054 A51 g.27 6.35 R.S� Page 1 L b7 tran PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT C) SEIEET OF PROJECT NUMBER: 07-238 VER(3/28/00) ANDERSON-PEYTON 12/21/09 STRUCTIJRAL ENGINEERING CONSULTANTS DESIGN B7 YI-IW MULTIPLE STORY BUILDING LATERAL CALCULATIONS WIND LOAD @ FLOORS Long Tran LB/FT LB/FT Roof 2490.09 4980.17 La�T UNIT LATERAL ANALYSIS L3 ]552.40 3104.79 LB/FT L2 1527.50 3055.00 LB1FT SEISMIC COEF.PER ASCE-7 9.5.52(ASD=EI�/1.4) Q0877 RHO 1 Ab(fr^2)ground floor area including projections 1182 SEISMIC FORCES: Eh/1.4*RHO= 0.0871 WALL DIRECTION(L TRAN NtJMBER OF STORIEI 3 DIAPHRAGM PERPENDICULAR SEISMIC FORCES WIND FORCES LENGTH UNIT RF/FLR WALL--WEIGHT WT HT LONG TRAN LONG TRAN LONG TRANS WT WT LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LEVEL (FT) (FT) AREA (PSF) (KiPS) (KIPS) (KIPS) (FT) (#-FT) (#-FT) (KIPS) (KIPS) (KIPS) (KIPS) Roof 1 1 1282.5 15.0 1924 3.078 4.752 30.00 669.47 719.69 3.06 330 2.49 4.98 L3 1 1 ll82 20.0 23.64 6.156 9.504 20.00 595.92 662.88 2.72 3.04 1.55 3.10 L2 1 1 1182 20.0 23.64 6.156 9.504 10.00 297.96 331,44 136 1.52 1.53 3.06 TOTAL wT=_> 81.91 90.28 KIPS ]56335 1714.01 7.13 7.86 5.57 1].14 TOTAL V==_> 7.13 7.86 KIPS NOTE�.PERPENDICULAR WALL WT INCLUDES BR1CK DEAD LOAD,TOO. LOADS TO WALLS IN TRANSVERSE DIRECTION L?NIT LATERAL ANALYSIS ADDED ADDED BASE BASE SEIS. WIND GOV PSEIS. 11�ALL WALL SEIS. WIND SEIS. WIND SEIS. WIND SHEAR SHEAR 1D LENGTH AREA LENGTH Fi Fi Pi Fi SEIS. WIND. (fl) (ft^2) (ft) (Kips) (Kfps) (Kips) (Kips) (Kips) (Kips) PLF PLF PLF PLF T1 T1 Roof Tl 40.0 641 0.5 1.G5 2A9 1.65 2.49 4] 62 62 83 L3 Tl 40.0 591 0.5 1S2 1.55 3.17 4.04 79 ]0] 101 159 L2 Tl 40.0 591 0.5 0.76 1.53 3.93 5.57 98 139 139 197 T2 T2 Roo1� T2 37.0 641 0.5 1.G5 2.49 1.65 2.49 45 67 67 89 L3 T2 37.0 591 0.5 1S2 1.55 3.17 4.04 86 ]09 109 171 L2 T2 37.0 591 0.5 OJ6 1.53 3.93 5.57 106 I51 151 213 Page 1 L68 tran oMIiGA - 2.8 SEISMIC llLAD LOAD PACTOR= 0.7i] -InCludeS�Crt uismiC O(0.2SDS times dCad load W IND DF./+D LOAD I�AC7'OR= 0.667 HOLDDOWNCALCULATIONS TRANSVERSEDIRECTION UNTTLATERALANALYSIS D+E 0.7t•D+E D+E i.667•�+�y rorn� wn�a. ror,a ro'rni. u�smic seismic �cind u�ind Goccming \t':U.i_ 1\'1. U'i1.i. IIF.I(:HT OTL FnRCE N' P Y Fi Fi A1(JI'.UI. MOI.LI, UL LL C T C T �- I.Itif' IF.�GTH OT:1N.41. RAl'10 �L I`I. nL LI. SEIS N'1�'D SI�.IS N'I�U MH \1R (FT) (}T) (Ft) ALF I:LI' AIPS I:IYS AIPS AIPS !:-FT A-I'f A-1'1 F:�FI' AIPS AIPS AIPS AIPS I;IPS .T�.......... ....... .... ................ .. .. .......... ..... ............ ... ....... .. ................................ 40'WALL ....... ........... ...._......... ............ ......._._...... .........._................. H�af 40 .....30UU 3950 ].00D U090 .. ............................. IGS 2.�9 IG.51 2i.Y0 70.21 2.20 231 .. ....... ................. ......... ......_... _.. ]3 40 2U.UU 79.50 1.000 O.U90 1.52 1.55 i8.22 65.33 ]4U72 ;.7H 5.21 .._. . ............... ._..............,... ..._..... .............. ............._.__............... 7.2 40 IO00 J950 ].000 0090 0.76 1.53 67.SJ 127.03 210.63 7.55 8.40 .....TZ......_. ..... .... ............. ... .............. ... ............... .._........ ... .... .......... ......... 7]'W AI.1. ..... ............... .. ........... . ........._. ............. ................................. R«�I 37 .....30 UU 76 50 0.359 O IIYO . _......... U.7G l.li 7_58 I 1 5i 12 25 1.2U I Ja 010 U.2U ............. . ... .........._..._ ................ ...... L? 37 2U OU..........16 5p.. ..0 Os9 O.U90 ..... ........ U.70 0.71 22.1G 30.111 21.Sp 2.83 �.27 3.3U U.83 0.83 ...... ..... .:. . .............. ........ . ....... .......,,... 11 37 ]0011 165p 0.�59 U.OYO 035 0.70 30.22 55.61 36.75 i67 0.79 560 I.dY I.tlY Page 1 PROJECT NAME: 1'ELM CREEK llEVI;LOPAIENT(UNIT C) SHEET OF L� � PROJECT NUMBER: 07-238 VER 2.OM ANDERSON- PEYTON STRUCTURAL ENGINEERS DATE: 12/21/09 A Division of ACP Consultants DESIGN BY: MGH ALL BUILDING LATERAL ANALYSIS LNp Wind Method 2 per 2006 IBC CON1�1T.70IV NOTE: The longitudinal direction being the longer direction of the completed building comprised of adjacent units.Architectural elevations and floor plans are scaled to obtain the following tabulated values. *NO BRICK ON THIS PROJECT WIND: LONGITUDINAL�(85 MPH,Exp"B" Per IBC) VR= 1321 PSF [14.5'*52']/4= 2490 Ibs VF3= 12.57 PSF[9.5"`52'J/4= 1552 Ibs VF2 = 11.75 PSF[10'*52']/4= 1528 Ibs VF1 = 0(SOG N/A) 0 Ibs TRANSVERSE- (85 MPH, Exp"B" Per IBC) VR= 13.21 PSF [14.5"26']= 4980 Ibs VF3= 12.57 PSF [9.5"`26'] 3105 Ibs VF2 =11.75 PSF(10"`26')= 3055 Ibs VF1 = 0(SOG N/A) 0 Ibs SEISMIC: DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL/BRICK LEVEL AREA LOAD LONG TRANS. LONG TRANS. LONG TRANS. (FT^2) (PSF) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 1283 15.0 3.078 4.390 0.000 0.000 3.078 4.390 L3 Roof L3 Floor 1182 20.0 6.156 8.780 0.000 0.000 6.156 8.780 L2 Roof L2 Floor 1182 20.0 6.156 8.780 0.000 0.000 6.156 8.780 "Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht= 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht= 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht= 9 FT L1 wall length tran perpen. = 0 ft 1st perpen wall ht= 9 FT L 70 tran PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT C) �ND �oND1T.Z"orV SHEET OF PROJECT NUMBER: 07-238 VER(3/28/00) ANDERSON-PEY'TON 12/21/09 STRUCTURAL ENGINEERING CONSULTANTS DESIGN B1 YI�W MULTIPLE STORY BUILDING LATERAL CALCULATIONS VVIND LOAD n FLOORS Long Tran LB/FT LB/FT Roof 2a9o.o9 a9ao.17 Lai�r UNIT LATERAL ANALYSIS L3 ]552.40 3104.79 LB/FT L2 1527.50 3055.00 LB/FT SEISMIC COEF.PER ASCE-7 9.5.5.2(ASD=Eh/1.4) 0.0871 RHO � Ab(fl^2)ground floor area including projections 1182 SEISMIC FORCES: Eh/1.4*RHO= 0.0871 WALL DIRECTION(L� TRAN NUMBER OF STORIE` 3 DIAPHRAGM PPRPENDICULAR SEISM[C FORCES WIND FORCES LENGTH UN1T RF/FLR WALL--N'E1GHT WT HT LONG TRAN LONG TRAN LONG TRANS WT WT LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LEVEL (FT) (FT) AREA (PSF) (KIPS) (KIPS) (KIPS) (FT) (#-FT (#-FT) (KIPS ) ) (KIPS) (KIPS) (KIPS) Roof 1 1 1282.5 15.0 19.24 3.078 439 30.00 669.47 708.83 3.06 325 2.49 4.98 L3 1 1 ll82 20.0 23.64 6.156 8.78 20.00 595.92 648.40 2.72 2.97 1.55 3.10 L2 1 1 ll82 20.0 23.64 6.156 8.78 10.00 297.96 32420 136 ].49 1.53 3.06 TOTAL WT=_> 81.91 88.47 KIPS 156335 1681.43 7.13 7.71 5.57 1 1.14 TOTAL V=__> 7.13 7.71 KIPS NOTE�.PERPENDICULAR WALL N'T INCLUDES BRICK DEAD LOAD.TOO. LOADS TO WALLS IN TRANSVERSE DIRECTION UNIT LATERAL ANALYSIS ADDED ADDED BASE BASE SEIS. W[ND GpV 2*SEIS. N'ALL WALL SEIS. �VIND SEIS. R7ND SEIS. 147ND SHEAR SHEAR ID LENGTH AREA LENGTH Fi Fi Fi Fi SEIS. N'IND. (fl) (fr^2) (fl) (Rips) (Kips) (Kips) (Kips) (Kips) (Kips) PLF PLF PLF PLF T1 T1 Roof T1 30.0 641 0.5 1.62 2A9 1.62 2.49 54 83 83 IOg L3 T] 30.0 591 0.5 1.49 1.55 3.11 4.04 ]04 135 ]35 20'7 L2 T1 30A 591 0.5 074 1.53 3.85 5.57 128 186 186 257 T2 T2 Roof T2 37.0 641 0.5 ].62 2.49 1.62 2.49 44 67 67 88 L3 T2 37.0 591 0.5 ].49 1.55 3.11 4.04 84 ]09 ]09 168 L2 T2 37.0 591 0.5 0.74 1.53 3.85 5.57 ]04 IS] 151 208 Page 1 L 70. � <<a� ��""�� - �.B F�/p CoNl��T�oN SLI�MICI)LADLUADFAC70R� 0.7i1 -IncludzccetiseismieofU.2$D.limeedeudluad W MU UI;AU LOAD FACTOR° 0.667 HOLDDOWNCALCULATIONS TRANSVERSEDIRECTION UNITLATERALANALYSIS D+e n.7aro+E U+� iec7•u+�� T�)T41 N'ALL T�T.�I. 'fOl'.11. x�n> >m v'ind ��ind Cicr��cmin� \\'.-�LI 1.\'L \I�AI.L IiGIGH'1� (]ll, kY1NCI�: U� P p }i i�i AI(Yf.DL At0'1-.LL DI. �L IC IG �¢I r ic \C T . II�F IE�'GTH fll'A.\',1L N,\Tit) UI. Ll. UI. I.1. tiF.15 ll'I\D SFIS 11'I\D AfR 11R (F'f7 (F!') (FI) ALI� I;I.I F:IPS }:IPS AIPS 1;IP5 }:-PI I:-1'i A-hT F;-1�-1' F:IPS AIPS AIl'S 1�IYS f:li`5 TI .. ..........._ .................. ..............._ .............._. ......,......... .................. R'N N.I.... ........ ..... ........ .. ...... ........ ........ _._ Rmf 30 3000 75U 0267 0.09U �43 lll,6 4.1i G.fi4 253 U.91 0.33 1.22 RCrG (l.t,(� __. .. ...... ...._.. _._.. . _.. , la 30 2000 750 U]67 0.090 040 04I 12.G2 17.42 506 �7G 1.18 3.00 I.N7 1.87 ........ ...... ..._. ...... ....... I2 30 IU 00 � 7 50 0�67 O.U90 0.2U U 41 22.90 32.27 7.59 q.p7 2.30 5.3: J.fi3 3.fi3 T2 . ..,......_....... .............. I�\4N1.... .......... ............_.... ..._..._.... ...._.. . ...... . ........ It„�t 3� JU00 Ifi50 ........UlSY O.U911 ...,... (1.75 I.IA 7�1C, Ila4 12.:i 1.79 1.44 0.20 0.20 .._.... ...... ...... ....... .._... 13 37 211 00 16 50 .......0 JSy II.OYU ......... O.6R 0.71 27.75 3U.01 24.iU 2 811 (7.22 3.3U U.N3 U.63 _.. _ i.� 37 1000 I65U OJ59 0.0911 -.. ......... (�34 �.70 39.45� 55.G1 3675 a.G2 0.74 5611 I.N9 7,N9 Page 1 L 70- 2 000 Anderson - Peyton ❑O❑ StructuralEngineeringConsultants JOB# 07-�3$ SHEET OF ❑O❑ A Division of ACP Consultants,Inc. DESIGNED .�G�/ DATE � /� � PROJECT yl.� �-ry°�� CHECKED DATE ��:G , ---____. L;..,� L E�� rYPE c.t P�. ok ? us� �i kuMG= 3,l7�C S 7NU lb 3.�34 01� �2 �oUNG� 8,5'1� HDuB 6.�i� � HDvli L� ' Fa�^��,- 3,93� NPuS S,d4�. �K L I l.l-L2.= !,d l� NoNf ' JG- MsT 37 'L2 ' t�I-L.2 = !�,�3� rtt��6� 4,83� oK l.3 L� - �� 1, 9�� `d",z;� 2��k 6t< L 1 �2- �.; = o.?7lc AAn�+E - o IC ' l.2. L�. -�., � (..��,� e1d5T 3� 'L,71� oI. 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Floor Framing Plans s��: „8��=,�-m�� PROJECT NAME: YELM CREEK DEVELOPMENT([iNIT D) SHEET OF ��L� PROJECT N[JMBER: 07-238 VER 2.OM � ANDERSON - PEYTON STRUCTURAL ENGINEERS DATE: 12/21/09 A Division of ACP Consultants DESIGN BY: MGH ALL BUILDING LATERAL ANALYSIS Wind Method 2 per 2006 IBC NOTE: The longitudinal direction being the longer direction of the completed building comprised of adjacent units.Architectural elevations and floor plans are scaled to obtain the following tabulated values. *NO BR►CK ON THIS PROJECT WIND: LONGITUDINAL�(85 MPH, Exp"B" Per IBC) VR= 13.21 PSF [14.5"46']/2 = 4406 Ibs VF3= 12.57 PSF[9.5'*46']/2 = 2747 Ibs VF2 = 11.75 PSF[10'*46']/2 = 2703 Ibs VF1 = 0(SOG N/A) 0 Ibs TRANSVERSE- (85 MPH, Exp"B" Per IBC) VR= 13.21 PSF [14.5'*36'] = 6896 Ibs VF3= 12.57 PSF [9.5"`36'] 4299 Ibs VF2 =11.75 PSF(10'*36')= 4230 Ibs VF1 =0(SOG N/A) 0 Ibs SEISMIC: DEAD PERPEN. WALL WT. BRICK DEAD WT TOTAL WALL/BRICK LEVEL AREA LOAD LONG TRANS. LONG TRANS. LONG TRANS. (FT^2) (PSF) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) (KIPS) ROOF 1634 15.0 4.212 6.150 0.000 0.000 4.212 6.150 L3 Roof L3 Floor 1458 20.0 8.424 12.300 0.000 0.000 8.424 12.300 L2 Roof L2 Floor 1458 20.0 8.424 12.300 0.000 0.000 8.424 12.300 'Used 10 psf for wall dead weight. No brick on this project so loads are N/A or zero. roof wall length long perpen. = 0 ft L3 wall length long perpen. = 0 ft L2 wall length long perpen. = 0 ft L1 wall length long perpen. = 0 ft roof wall length tran perpen. = 0 ft roof perpen wall ht= 0 FT L3 wall length tran perpen. = 0 ft 3rd perpen wall ht= 9 FT L2 wall length tran perpen. = 0 ft 2nd perpen wall ht= 9 FT L1 wall length tran perpen. = 0 ft 1st perpen wall ht= 9 FT L� Shw_HD Calcs(IBC)_Unit D_BLDG G.xls PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT D) SHEET OF PROJECT NUMBER: 07-238 VER(3/28/00) ANDERSON-PEYTON 12/21/09 STRUCTURAL ENGINEERING CONSULTANTS DESIGN BY YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS WIND LOAD rCJ FLOORS Long Tran LB/FT LB/F? Roof 4405.5 6895.6 �s�T UNIT LATERAL ANALYSIS L3 2746.5 4298.9 LB/FT L2 2702.5 4230.0 LB/FI SEISMIC COEF.PER ASCE-7 9.SS2(ASD=Eh/I.4) 0.0871 RHO 1 Ab(fi^2)ground floor area including projections 1458 SEISMIC FORCES: 0.0871 WALL DIREC'IION(LONG OR TRAN) LONG NUMBbR OF STORIES(1-5) 3 DIAPHRAGM. PERPENDICULAR SEISMIC FORCES N�IND FORCES LENGTH UNIT RF/FLR WALL--WEIGHT WT HT LONG TRAN LONG TRAN LONG TRANS WT WT LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LEVEL (FT) (FT) AREA (PSF) (KIPS) (KIPS) (KIPS) (FT) (#-FT') (k-F7) (KIPS) (KIPS) (KIPS) (ILIPS) Roof 1 7 7634 I5.0 24.51 4212 6.15 30 861.66 919.80 3.92 42] 4.41 6.90 L3 ] 1 ]458 20.0 29.16 8.424 123 20 751.68 829.20 3.42 3J9 2.75 430 L2 1 I 1458 20A 29.16 8.424 123 ]0 375.84 414.60 ].71 1.90 2J0 423 TOTAL WT==> 103.89 ll3.58 KIPS 1989.18 2163.60 9.05 9.89 9.85 15.42 TOTAL V =__> 9.05 9.89 KIPS NOTE:PERPENDICULAR WALL WT INCLUDES BR1CK DEAD LOAD,TOO. LOADS TO WALLS IN LONGITUDINAL DIRECTION L�NIT LATERAL ANALYSIS ADDED ADDED BASE BASE SEIS. WRdD GOV 2"SEIS. WALL WALL SEIS WRJD SEIS. WfND SEIS. WIND SHEAR SHEAR ID LENGTH AREA LENGTH Fi Fi Fi Fi SEIS. \VIND. (fl) (ft^2) (fr) (Kips) (Kips) (Kfps) (Kfps) (Kips) (Kips) PLF PLF PLF PLF Ll W Roof Ll 9.0 266 0.16 Ob4 0.72 0.64 OJ2 7] 80 80 142 L3 L1 9.0 237 0.16 0.56 0.45 1.19 1.16 133 129 133 265 L2 Ll 9.0 237 0.1G 028 0.44 1.47 1.60 163 178 178 327 L2 L2 Roof L2 14.0 735 0.45 1 J6 198 1.76 1.98 126 142 142 252 L3 L2 14.0 656 0.45 ].54 ]24 3.30 322 236 230 236 472 L2 L2 14.0 656 0.45 0.77 122 4.07 4.43 291 317 317 582 L3 L3 Roof L3 17.5 633 039 1.52 1.71 1.52 1.71 87 98 98 174 L3 L3 17.5 565 039 ]33 I A6 2.84 2.77 163 I58 163 325 L2 L3 17.5 565 039 0.66 I.OS 3.51 3.82 200 218 218 401 Page t Ls( Shw_HD Calcs(IBC)_Unit D_BLDG G.als oMec.n - z.x 0.7.11 -lncludes��en seismic of 0.2SDs times Dead loads WIND DIiAD L0,4D FACTOR = 0.6G7 � HOLD DOWN CALCULATIONS LONGITUDINAL DIRECTION UNIT LATERAL ANALYSIS u+p �.74•�+: p+E i.6e�'D�w ToTAI, N'ALL ToTAL ToTAI. seismic seismic wind n'ind Goveming N'AI.I. LVL WAI.L IIEIGII'f OTI. FOACE W W P 1` Fi ii MOT MOT DL LI. C T G '1' T I.INI�: LENGTH OTANAI. RATIO DL IJ. DI, IJ. SEIS WM� SEIS WIND MR MR (Ff) �Ff) (pP� KLF' FI.I� KIPS KIPS KIPS KIPS K-F[ K-Ff K-F7' K-F1' KIPS KIPS KIPS KIPS KIPS LI ......._..._. .. ............. .... ............_. ............_.. ........ .......... ..............,... .._...,,,..._....... 1'N'all . ....... ............ .. .... .. ... . ................ Ra,f 9 30.00 8.50 ].OW 0.3611 U.64 0.72 637 Zlb 13.01 228 237 _....................... ....... . ................. L3 9 2000 S50 ]01111 0230 . 0.56 0.45 1R30 IR.7R 2131 J.(,6 029 4J2 OS3 U.54 ......... ............. ..............._ . L2 9 IO.W BSp... lOflll....... 0230 ................... 018 O.d4 330U 34J9 2'J.62 737 1.30 7.SA 1.77 1.77 L1 .....__ .........._.. ............. ........,..,,. . ...._..._.... .._...... .......__. 3'\1'vll ............. .._....... ............, ................_ ................ . ,...__. Ra,f 14 30.00 2.50 02H 00911 .. .._ 038 O.i2 3.78 425 0.2R Ib2 1.13 L81 1.62 LG^_ .............. ..._............. ........_......... L3 14 20.W 2.5p 011a 0350 033 U2G 10.86 11.14 13% 4.89 39J 5.01 J.119 lU9 ........... ........... .._............ ....._......... . . .. .......... .................... I,? 14 10.00 2 50 0 21J 0 350 O 16 0.26 19.58 20.65 2 47 $82 7,]11 ),25 7.G0 7.611 I,3 . ._........ .............. ............... . ............__ . .........._. ............. ...................... !'NALL ................ ...._.... .._........... .........__. ........._. ...._............... H�.d 17 5 30.IN1 �511 0 2%! 11360 0.43 0.49 4 34 4 88 3.G5 1.77 09G 1 8) 0.54 O.Si ......_....... ............ . ..,.,.,. ............... .._.. ._._.._... 13 17.5 20.W J 50 U.28G 0130 U3R 0.30 12.47 12 80 5.97 4.10 1.7`J 4_17 196 19G ............ ........._..... . ............... ,...., ........ ...................... 12 VS IU.W J.511 0266 U230 0.19 090 22.48 23J1 R.30 G84 3.(3 7.11 J,Ol J.IIJ Page 7 L82 tran PROJECT NAME: YELM CREEK DEVELOPMENT(UNIT D) SHEET OF PROJECT NUMBER: 07-238 VER(3/28/00) ANDERSON-PEYTON 12/21/09 STRUCTURAL ENGINEERING CONSULTANTS DESIGN B1 YHW MULTIPLE STORY BUILDING LATERAL CALCULATIONS W IND LOAD @ FLOORS Long Tran LB/FT LB/FT Roof aaos.5a 6895.62 LsiFT UNIT LATERAL ANALYSIS L3 2746.55 4298.94 LB/FT L2 2702.50 4230.00 LB�'FT SEISMIC COEF.PER ASCE-7 9.5.5.2(ASD=Eh/1.4) 0.0871 RHO 1 Ab(ft^2)ground floor area including projections 1458 SEISM]C FORCES: Eh/].4"`RHO= 0.0871 WALL DIRECTION(L� TRAN NUMBER OF STORIE� 3 DIAPHRAGM PERPENDICULAR SEISMICFORCES WINDFORCES LENGTH UNIT RF/FLR �1'ALL--WEIGHT WT HT LONG TRAN LONG TRAN LONG TRANS WT WT LONG TRAN HT LONG TRAN V/FL V/FL V/FL V/FL LHVPL (F?) (FT) AREA (PSF) (KIPS) (KIPS) (KIPS) (F'C) (#-FT) (N-F"T) (KIPS) (KIPS) (K]PS) (KIPS) Roof 1 1 1634 15.0 24.51 4212 6.15 30.00 861.66 919.80 3.92 4.21 4.4] 6.90 L3 1 ] 1458 20.0 29.16 8.424 123 20.00 751.68 829.20 3.42 3.'79 2.75 430 L2 I 1 145A 20.0 29.16 8.424 123 10.00 375.84 414.60 1.71 1.90 2.70 4.23 TOTAL WT=_> 103.89 113.58 KIPS 1989.18 2163.60 9.05 9.89 9.85 15.42 TOTAL V C�83 tran OMEGA �� 2.8 SEISMIC DEAD I.OADI�ACTOK° 0.7J1 -Incl�d��'ut seismic o(0 2SDa limes dead load WllJDDEADI.OA�I�ACTOR--� 0.66Y HOLDDOWNCALCULATIONS TRANSVERSEDIRECTION UNITLATERALANALYSIS D+E o.�q+p.E ��+F �t,�7"i7+q� TU'I:il. N',11.L TOTA[. TOTAL �c�s �c se�s ic ��'It1A ��'Ind CiO�MNn� t\�V.L I,t1, x'ALI. IIEIGIiT UR PoRCE M \\' P Y Fi F MOT,1)L MOT.LL DL LL C T C T �� ll\[ LF:\GTI{ OTA1:1L RATI� IlL LL Ut. t.l. SFIS NI\D SFIS N'1\D MR �iR (FI) (FT) (I�"I'� ALk AI.h- AIPS All'S I�IPS AIPS A-4-I' A-FI 1�-Ff I�-F1' f:IPS AIYS AIP6 AIPS }:IPS T1 ..._ .._.... ................ . ............ ............ ....._................ . ........ ......._..... 36 V.ALI k«,f 36 3000 35a0.............1.0U0. ...0.]US ......... .......�.......... 2J0 3.45 21.03 3a 48 66.16 2.46 2.A7 .._.. ..... ...,.._................................._. Li 36 20A0 35�0 1.OU0 0.103 1.9(1 2.15 61.01 90.45 13128 5.42 G25 1��8 0.(18 . .. ....... .. .. ........... .................. . ... ......... 1,2 36 10U0 3550..............1000 O.lU3 . ............. ... U.95 2.12 IIOA8 1G7.57 196.39 S.F4 I0.25 1.03 I.U3 T2 .... . ... . ............... ............ ... .......... ._............... . .. ....._........... ............... IM1\i'ALL ...... ........... ... ...... ................. Rcof 36 30.00 IS�p OJ�7 0.105 t196 I.56 9.G1 15.7C 12.61 143 ()li2 1.83 O.i7 1i.47 ... ................ ............ ........ _ ............... _....,......... ......_.......... L? 35 20 00 15 50 11 a�7 0.103 0.87 0.98 27.89 41.35 25.03 3 41 l)60 4 28 I t) 1.59 L? 35 10 OU 15 50 0 a�7 U.103 0.43 0.97 50.50 76.61 37 44 5.67 I.J7 7 76 3.33 3.33 Page 1 C.83. I 000 Anderson - Peyton ❑O❑ Structural Engineering Consultants JOB# 07-2 i SHEET OF ❑O❑ A Division of ACP Consultants,Inc. DESIGNED --� DATE PROJECT��n �- CHECKED DATE Un��C v , _._....�,_� , �� -tiE cFVF� TrPE c��At ok? us� LI �E?L'n�G =1.77�i. STkF�tn 3,"13�c oK — �2 F-c�v�{� _' 7,6�r Nb u8 6.97� Nc- ; �.�� f,�!� �.,s �� / a.dja��7s �u°�/ �dd'L L2i FoU'/at�'i ='t,oy� STHpJN 5.02%. oK tc�.�:r� �S�l"U�/t Wall �ralys;s'; ✓ L� ' Ll-L2 0.5`��C NouE — OI� L�- 1-�—Lt�.' 1-�,a9� MST� �,S3�C G'K L3 U�L2 =8.�6� �usr�� 2.71� o�; LI ' Lz-C3 04 NbNE - oir 'L2 L2-L: l.d��C Hts�3� 2.711� 61<' L� LL—Ll = �•��, NdNF — 0�< l"� ' Favt✓p = 1,�:1� �loNE -- ok �2 ��;..+'8� = 3.'3�ifi No%AE - 1�fr STH�Io '7"I ' 4I-L.2 = 0,o81a AIoNE - ci� 71. (.l-L 2 - >.S�il� r tc=r!t - N� �� /< � l.,��ti �.- cc,+ss.sae-.e e� .r�c . 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DESIGNED DATE PROJECT CHECKED DATE V N�T D DI�PHY+L/� �M D��drJ � �r�.. u ��-r 13 � t� prt►'i o�c dv►� , 1' � �- ,-I�t L— W a�S ,— (��e�; AS 5�*``'v�• � � � � �. �JN � � N �\ . j n.�h( S ►2 � o� D 1,4D►1 Y� ; 6xz.4., L/��L+''-/�l. �•qD - �,°I " x 36, 3 � = 4 •6 '` w�ntp � ovT��.s x b �60 0 v-r,�, s = ---- _ c( 6 ��_ i. xi4 6s q U �.�,� _ �` � (, �+r �r z-x ; 6 v�,� _ t G $ p��- � ��.�.�,s � y' ��N � 1" S t��, v N �� /�, C.�c.G s •', l� O �l Ic.�r � �b.�u T� b � a�L. r�o�F 1� + A PFI n�C�' v� . 31620 23rd Avenae Soath, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Sea[tle / Eastside (206) 292-0940 000 Anderson - Peyton �" $6 JOB # SI�ET OF ❑0❑ Structural Engineering Consu[tants ❑O❑ ADivisionofACPConsultants,Inc. DESIGNED DATE PROJECT CHECKED DATE GEt�Y�d �.b�o �,,, '.1` �J L Z � � � X;6 L T =� � _ $ -- = z�s � 'Z 4 � g63 � g 6 3 '` � �� N�� _ �o � x ,.�; = 6 .�� s�r � . � �� 5 6 L C-c-r � ��►�L s l r.� a- � -- o '' �n► (� s p�. �cFr 4�•'1'i. (o,, �t"��f o- . �l. o e ►�. .D t/� pM Yi,. �i.�a/vv1 �J�L� �� Q �cti�v s� ��.�orZ D �A aH��dwH H � s s ��.��r� 1.�4T�►r�usl F�✓�� . 5T►z.� N y�v� G.�,� � �, i.o� p�F � , t� o d �c t-�. N E'�v�-� � v s� 8 N��s l r1 4- �, o'' �r�,... T•P P�rTt-s , 31620 23rd Avenue Soa[h, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seattle/ Eastside (206) 292-0940 PROJECT NAME: YELM CREEK DEVELOPMENT � � PROJECT NUMBER: 07-238 Foundation Structural Calculations OOO Anderson- Peyton Sheet 1 of O D O Structural Engineering Consultants Date: 8/1/2007 ❑�❑ A Dii�ision ofACP Consultanls,ln�. Design By: YHW ODO Anderson - Peyton JoB # ��.Z � SHEET�� OF ❑�❑ Structural Engineering Consultants --�_ ❑O O A Division of ACP Consultants,Inc. DESIGNED DATE PROJECT �� C��l� D��'8P�r CHECKED DATE ��N�� ,� ,� � s� �,� � � s� wd��T ��5� , ,..: T�.,�. �4� �►�-,-s � 8'' V EK.� N o�� , � : _ „ b�� — 1 � $'' � � c � NT �x� FT� ; L�AD .: '! �z �' P`��- S��- Si d.V C�l.v S �F p►'� �3 V� �i �.qrp . : Z�o v } sr gK�r S � � l. P ��L ��o�� cH �ITNo�o�. ) F�,� �,a►p . _ �i � � 2S�oY�F ' � � So P��= > � � a� h�� 1�- • - v s� � g'' sT�-M �„��►��. � ��,` E�c; . wn,�t, 1 �! SE �, � 11 G. ( o iJ T . � ►J �T C'� . 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253)941-9939 Seattle /Eastside (206) 292-0940 000 Anderson - Peyton ❑0❑ Structural Engineering Consultants JOB # SHEET� � OF�_ ❑O❑ p Division of ACP Consultants,Inc. DESIGNED DATE PROJECT CHECKED DATE C�� G c 1� S Z Tr�.n S 1' 6 � l. : � �/CKl? � ri FC��Ts = � a .� ot z ) k�'� )( 1L� = � , I ��S � I�=" ��:T ;_ v Sk �c L� � I $��i (, � . i33 , N Z'�FT pK � i �bLa k �j �� X IZ ,' = �� IUZ , ��11�ti �.�{ D K�� . � E Q� T S - o � � r � �• V S {�G � �- � ti �-,/ �l� � � • Z° 1 N� � ° K ) 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seattle /Eastside (206) 292-0940 00�7 Ande �• son - Peyton /, JOB ,7 SHEET �`Y"OF ❑O❑ Structural Engineering Consultants `_ ❑�❑ A Division of ACP Consultants,Inc DESIGNED DATE PROJECT CHECKED DATE C�u rr'1 . I N'f. '�T� , ��/ __ �1 4 C..o�Y. /� trN�, �/}�, �� . _ . _ tZ, - �14- C,o a� . t3 A�k �8�, 0 I� . (�' ) — �i ,¢ C a� 13 Ib i�, al�rJ ( 6'� t 6`' M�x G�p � �— ) C �- 5 o u r sF ) .� 3� S o P l,� IZ f3y I �sp ��-r � � � � a � N� 0►2 c �r�Q,llo� w��L w � L� H� r��, � � i�,� �, ��R ��..n, -1-��, � 1'N 1 S � "T T . . c � � • F ��r � S � i� , _ _ - ----�, 31620 ?3rd Avenue South, Suite 321, Federal Way. WA 9R003 • Phone: ('!531 941-9929 Fax: (253j 941-9939 Seattle ! Easiside (206) ?92-0940 000 Anderson - Peyton JoB � sr�ET�s oF ❑�❑ Structural Engineeririg Consultants �_ ❑O❑ A Diwsion of ACPConsultants,[nc. DE$IGNED DATE PROJECT CHECKED T DA.E � S ,�r��. C i S� �q��.�� =z � N� s � L O F�aS � �, I 5 � l.i�� b �-� �T i �1� s l��E S �-i(� �tI V� � �I T+�� 5 H��-1' o F 2 rf.D ��o �, G �L U MrI � LC� . SE� TH F �o��, ,�� 5��.T � �� -�� oY�a� .�-� sr�1s , �° � Co�UtitM S �TTT� O ►J 6XT• STbM W��,�„ P �.x4� P•�T � �.�� , �4„ ,� -- �., ��B , 6 � (.. _ ]„ ,t�„ �� + �..,� f Z�.,�� •�. '—t�..�� ,'• �' _ Zso � Ps� x L � � t�p = Z s�� r�� x .�. . 3 3 ' x �g"/,z ; � � � ? '` 5/ay -t,� p o �.!-�r LoA o P ..{.. L,� N b,,,o Ia l.o,�,p W X L. � I�c�p c� k . 31620 23rd Avenue South. Suite 321. Fedcral Way. WA 98003 • Phone: (253) 941-9929 Fax: (?53) 941-9919 Seat�le / Easiside (206) ?92.pgqp � d COLUMN FOOTING TABLE MK FTG SIZE DEPTH REINF ALLOWABLE BOT REINF - EA WAY LOAD KIPS F2.0 2�-0"x2'-0° 12" (2)-#4 x 1'-6" � p� F2.5 2'-6"x2'-6" 12" (3)-#4 x 2'-0" ( -rj .(.�"' F3.0 3'-0"x3'-0" 12" (4)-#4 x 2'-6" ,2 Z, S � - F3.5 3'-6"x3'-6" 12" (5)-#4 x 3'-0" 3 n, (�K F4.0 4'-0"x4'-0" 12" (4)-#5 x 3'-6" l{. � k� F4.5 4'-6"x4'-6" 12" (6)-#5 x 4'-0" �p,�� F5.0 5'-0"x5'-0" 14" (6)-#5 x 4'-6" 62, 5�� BASED ON: f'c = 2500 PSI CONCRETE ALLOWABLE SOIL BEARING PRESSURE =2�j�PSF WHERE LOADS INCLUDE EFFECTS OF WIND OR EARTHQUAKE THE ALLOWABLE LOADS MAY BE INCREASED 1.33 TIMES THE TABLED VALUES FOOTING SIZES CALLED OUT PER PLAN MAY BE INCREASED IN SIZE � CONTRACTOR'S OPTION FOR PURPOSES OF SIMPLIFYING FORMWORK I " � I ��— COLUMN Q�RINR�LAIRER PLAN � � � � � � � I __.. VERIFY MINIMUM DEPTH I I DEPTH PER TABLE W/ GEOTECH I � � ' • ' .. � •' � a �. � '. � �� : . jn . x p.`'x , x�'.—'x —.—'�k �- x° '=�'x '�t ' x �� X �— � . � . >. . • . . . . e.•::. , � ' .. . ' . . . . ��.D � .� . . • e. !• . . . .. ', ' . . . . .. � ' .. . . : :'t. . ' -----�—'�� ------�c------------ 3" CLR 18" MIN OF PER PLAN / TABLE CONTINUOUS WALL FTG CONTROLLED COMPACTED FILL BEYOND / REINF PER TABLE i / � (2)-#4 EA WAY �i,� • MIN U.N.O. 3000 PSF (MIN) ALLOWABLE SOILS ENGR SHALL APPROVE SUBSTRATE SOIL BEARING PRESSURE MATERIALS & METHODS OF PREPARATION PER DESIGN. & CONFIRM THAT ALLOWABLE DESIGN SOIL PRESSURES ARE ACHIEVED & APPROPRIATE FOR THE FIELD CONDITIONS. TYP INT FOOTING �� PROJECT NAME: YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: 07.238 ANDERSON - PEYTON DATE: 07/30/08 STRUCTURAL ENGINEERING CONSULTANTS DESIGN BY: YHW F2.5 SQ FTG STNC, . • FOOTTNC' DEST ,N TAB , , : T,O('ATTON Typ 2 ' 6" x 2 ' 6" LOADS FOOTING SIZE COLUMN LOAD: 4.6 KIPS DL COLUMN LOAD: 11.0 KIPS LL LENGTH: 2 .50 FT ULTIMATE FACTOR: 1.40 DL 1.7 LL WIDTH: 2 .50 FT ULT COLUMN LOAD: 25.1 KIPS AREA: 6 .25 SF DEPTH: 8 IN CONCRETE SPECS COLUMN DATA F'C: 2500 PSI LENGTH: 6 IN Fy: 60000 PSI WIDTH: 6 IN d: (DEPTH-3 .5" ) : 4.50 IN SOIL CONCRETE PUNCHING SHEAR ALLOW. BEARING: 2.50 KSF �Iu1: 22 .06 KIPS ACTUAL BEARING: 2.50 KSF bo: 42 IN ULT BEARING: 4.02 KSF Vc1: 32 .13 KIPS OK OK WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Vu21: 6.29 Muw: 5.03 K-FT Mul: 5.03 K-FT Vu2w: 6.29 As: 0.34 IN2 As: 0.34 IN2 Vu2 (max) : 6.29 AS/FT: 0.14 IN2/FT AS/FT: 0.14 IN2/FT Vc2: 11.48 OK FOOTING SUMMARY: USE A 2 ' -6" x 2 ' - 6" x 8" THICK FTG WITH (2) - #4 BARS EACH WAY F � PROJECT NAME: YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: 07.238 ANDERSON - PEYTON DATE: 07/30/08 STRUCTURAL ENGINEERING CONSULTANTS DESIGN BY: YHW F3.0 SQ FTG STN� , . OOTTN- D .4T ,N TABT� , : LOCATION Typ 3 ' 0" x 3 ' 0" LOADS FOOTING SIZE COLUMN LOAD: 6.5 KIPS DL COLUMN LOAD: 16.0 KIPS LL LENGTH: 3 .00 FT ULTIMATE FACTOR: 1.40 DL 1.7 LL WIDTH: 3 .00 FT ULT COLUMN LOAD: 36.3 KIPS AREA: 9 .00 SF DEPTH: 8 IN CONCRETE SPECS COLUMN DATA F'c: 2500 PSI LENGTH: 6 IN Fy: 60000 PSI WIDTH: 6 IN d: (DEPTH-3 .5" ) : 4.50 IN SOIL CONCRETE PUNCHING SHEAR ALLOW. BEARING: 2 .50 KSF Vu1: 33 .21 KIPS ACTUAL BEARING: 2 .50 KSF bo: 42 IN ULT BEARING: 4.03 KSF Vc1: 32 .13 KIPS OK NG 3 .4 % WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Vu21: 10.59 Muw: 9.45 K-FT Mul: 9.45 K-FT Vu2w: 10.59 As: 0.54 IN2 As: 0.54 IN2 Vu2 (max) : 10.59 AS/FT: 0.18 IN2/FT AS/FT: 0.18 IN2/FT Vc2: 13 .77 OK FOOTING SUMMARY: USE A 3 ' -0" x 3 ' - 0" x 8" THICK FTG WITH (3) - #4 BARS EACH WAY r-q PROJECT NAME: YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: 07.238 ANDERSON - PEYTON DATE: 07/30/08 STRUCTURAL ENGINEERING CONSULTANTS DESIGN BY: YHW F3.5 SQ FTG STN� . • FOOTTNC' D ,STGN TAB , , : T,OC'ATTON Typ 3 ' 6" x 3 ' 6" LOADS FOOTING SIZE COLUMN LOAD: 9.1 KIPS DL COLUMN LOAD: 21.5 KIPS LL LENGTH: 3 .50 FT ULTIMATE FACTOR: 1.40 DL 1.7 LL WIDTH: 3 .50 FT ULT COLUMN LOAD: 49.3 KIPS AREA: 12 .25 SF DEPTH: 10 IN CONCRETE SPECS COLUMN DATA F'c: 2500 PSI LENGTH: 6 IN Fy: 60000 PSI WIDTH: 6 IN d: (DEPTH-3 .5") : 6.50 IN SOIL CONCRETE PUNCHING SHEAR ALLOW. BEARING: 2.50 KSF Vu1: 44.92 KIPS ACTUAL BEARING: 2.50 KSF bo: 50 IN ULT BEARING: 4.02 KSF VC1: 55.25 KIPS OK OK WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Vu21: 13.50 Muw: 15.84 K-FT Mul: 15.84 K-FT �Iu2w: 13.50 As: 0.74 IN2 As: 0.74 IN2 Vu2 (max) : 13.50 AS/FT: 0.21 IN2/FT AS/FT: 0.21 IN2/FT Vc2: 23 .21 OK FOOTING SUMMARY: USE A 3 ' -6" x 3 ' - 6" x 10" THICK FTG WITH (4) - #4 BARS EACH WAY � lo PROJECT NAME: YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: 07.238 ANDERSON - PEYTON DATE: 07/30/08 STRUCTURAL ENGINEERING CONSULTANTS DESIGN BY: YHW F4A SQ F1'G STNC� � , nOTTNC� D .� RN TAB � , T�O('ATTON Typ 4 ' O" X 4 ' O" LOADS FOOTING SIZE COLUMN LOAD: 12.0 KIPS DL COLUMN LOAD: 28.0 KIPS LL LENGTH: 4.00 FT ULTIMATE FACTOR: 1.40 DL 1.7 LL WIDTH: 4.00 FT ULT COLUMN LOAD: 64.4 KIPS AREA: 16.00 SF DEPTH: 12 IN CONCRETE SPECS COLUMN DATA F'C: 2500 PSI LENGTH: 6 IN Fy: 60000 PSI WIDTH: 6 IN d: (DEPTH-3.5" ) : 8.50 IN SOIL CONCRETE PUNCHING SHEAR ALLOW. BEARING: 2.50 KSF Vu1: 58.52 KIPS ACTUAL BEARING: 2.50 KSF bo: 58 IN ULT BEARING: 4.03 KSF VC1: 83 .81 KIPS OK OK WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Vu21: 16.77 Muw: 24.65 K-FT Mul: 24.65 K-FT Vu2w: 16.77 As: 0.88 IN2 As: 0.88 IN2 Vu2 (max) : 16.77 AS/FT: 0.22 IN2/FT AS/FT: 0.22 IN2/FT Vc2: 34.68 OK FOOTING SUMMARY: USE A 4' -0" x 4 ' - 0" x 12" THICK FTG WITH (5) - #4 BARS EACH WAY � � I PROJECT NAME: YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: 07.238 ANDERSON - PEYTON DATE: 07/30/08 STRUCTURAL ENGINEERING CONSULTANTS DESIGN BY: YHW F4.5 SQ FTG STNC, � . OOTTNG DESTGN TAB , . : 7.00'ATTON Typ 4' 6" X 4 ' 6" LOADS FOOTING SIZE COLUMN LOAD: 13 .5 KIPS DL COLUMN LOAD: 37.1 KIPS LL LENGTH: 4.50 FT ULTIMATE FACTOR: 1.40 DL 1.7 LL WIDTH: 4.50 FT ULT COLUMN LOAD: 82.0 KIPS AREA: 20.25 SF DEPTH: 12 IN CONCRETE SPECS COLUMN DATA F'c: 2500 PSI LENGTH: 6 IN Fy: 60000 PSI WIDTH: 6 IN d: (DEPTH-3 .5" ) : 8.50 IN SOIL CONCRETE PUNCHING SHEAR ALLOW. BEARING: 2.50 KSF Vu1: 76 .06 KIPS ACTUAL BEARING: 2.50 KSF bo: 58 IN ULT BEARING: 4.05 KSF Vc1: 83 .81 KIPS OK OK WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Vu21: 23.53 Muw: 36.43 K-FT Mul: 36 .43 K-FT Vu2w: 23 .53 As: 1.31 IN2 As: 1.31 IN2 Vu2 (max) : 23 .53 AS/FT: 0.29 IN2/FT AS/FT: 0.29 IN2/FT Vc2: 39.02 OK FOOTING SUMMARY: USE A 4 ' -6" x 4' - 6" x 12" THICK FTG WITH (5) - #5 BARS EACH WAY � � Z PROJECT NAME: YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: 07.238 ANDERSON - PEYTON DATE: 07/30/08 STRUCTURAL ENGINEERING CONSULTANTS DESIGN BY: YHW F5.0 SQ FTG STNALE FOOTTN� D ,STGN TAB , . : LOCATION Typ 5' 0" x 5' 0" LOADS FOOTING SIZE COLUMN LOAD: 16.7 KIPS DL COLUMN LOAD: 45.8 KIPS LL LENGTH: 5.00 FT ULTIMATE FACTOR: 1.40 DL 1.7 LL WIDTH: 5.00 FT ULT COLUMN LOAD: 101.2 KIPS AREA: 25.00 SF DEPTH: 14 IN CONCRETE SPECS COLUMN DATA F'c: 2500 PSI LENGTH: 6 IN Fy: 60000 PSI WIDTH: 6 IN d: (DEPTH-3 .5" ) : 10.50 IN SOIL CONCRETE PUNCHING SHEAR ALLOW. BEARING: 2.50 KSF Vu1: 93 .58 KIPS ACTUAL BEARING: 2.50 KSF bo: 66 IN ULT BEARING: 4.05 KSF Vc1: 117 .81 KIPS OK OK WIDTH LENGTH CONCRETE BEAM; SHEAR CONCRETE BEAM; BENDING CONCRETE BEAM; BENDING Vu21 : 27.84 Muw: 51.25 K-FT Mul: 51.25 K-FT Vu2w: 27.84 As: 1.48 IN2 As: 1.48 IN2 Vu2 (max) : 27.84 AS/FT: 0.30 IN2/FT AS/FT: 0.30 IN2/FT Vc2 : 53.55 OK FOOTING SUMMARY: USE A 5' -0" x 5' - 0" x 14" THICK FTG WITH (5) - #5 BARS EACH WAY uf ' PROJECT NAME: PROJECT NUMBER: Vertical and Lateral Structural Calculations for Garage and Dumpster OOO Anderson - Peyton Sheet 1 of OOO Structural Engineering Consultants Date: t4/4F/2008 ❑0❑ A Division ofACP Consultm�ts,Inc. �0SIg71 By: YHW PROJECT: DATE:8/4/2008� � Yelm Creek Development SHEET_OF NAME:YHW JOB#:07238 T��-t�12/�t(�,l,� 0 I��y WIND ANALYSIS: Basic Wind Speed,V= 85 mph Section 6.5.4 Exposure Category: ',B___�Section 6.5.6.3 Mean Roof Height,h= 20 feet Alpha= 7 Parapet Height above roof,p= 0 feet Z9= 1200 Building Width,B= 20 feet Building Length,L= 60 feet enclosed suilding_ ___,� Natural Period = 0.3181 sec GCpi=+/- 0.18 (Figure 6-5) Natural Frequency= 1.000 Hz >=1 Hz Therefore,Rigid Structure per Section 6.2 G= 0.85 gust effect factor defined in section 6.5.8.2 Ki=2.01 7J Z/aipha (ASCE 7-05 T2ble 63 ( �) ) Section 6.5.6.6 K�t=(1 +K�Kz K3)z= 1 (ASCE 7-05 Eq.63) Section 6.572 Kd= 0.85 (ASCE 7-05 Table 6-4) Section 6.5.4.4 I= 1 (ASCE 7-OS Table 6-1) Windward: P=qGCp-qi(GCpi)(ASCE 7-05) (Eq.6-17) Figure 6-6 Table 6-3 Eq.6-15 Eq.6-17a Eq.6-17b Eq.6-17 CP= 0.8 (windward) h sec.ss.s.s Sec 6.5.10 External Intemal Total Windward+Leeward: feet KZ q�(ps� q�GCP -q;(GCPJ q G Cp-qi(GCpi) Along B Along L 15 0.57 9.04 6.14 0.00 6.14 8.23 10.31 20 0.62 9.81 6.67 0.00 6.67 8.76 10.84 z� 4=9n=q� 9 8� 6.67 0.00 6.67 876 10.84 0 q=qP 0.00 - - - Parapet 0.00 0.00 Leeward: P=qGCp-qi(GCpi)(ASCE 7-05) (Eq.6-17� Figure 6-6 External Internai Total CP= -0.5 (Leeward along L) q„(ps� q�GCP -q;(GCP;) q G Cp-qi(GCpi) CP= -0.25 (Leeward along B) 9.81 -4.17 0.00 -4.17 Along L 9.81 -2.08 0.00 -2.08 Along B Parapet: PP=qP GCP�(ASCE 7-05) (Eq.6-20) Figure 6-6 Windward Leeward CP�= 1.8 (Windward Parapet) qP(ps� qPGCP� qPGCP� CP�_ -1.'I (Leeward Parapet) 0.00 0.00 0.00 Walis: P=qn((GCP)-(GCP;))(ASCE 7-05) (Eq.6-22) Figure 6-5 Area(itZ) GCP(4&5) Windward GCp(4) Leeward GCP(5) Leeward GCP;= 0.18 (Windward) 25 0.93 10.91 -1.03 -11.89 -t26 -14.16 GCP;_ -0.18 (Leeward) 50 0.88 10.39 -0.98 -11.36 -1.16 -13.11 qh(ps�= 9.81 100 0.83 9.87 -0.92 -10.83 -1.05 -12.07 150 0.80 9.57 -0.89 -10.52 -0.99 -11.46 (253)941-9929 31620 23rd Ave.S.,Suite 321 ANDERSON-PEYTON (253)941-9939 FAX Federal Way,WA 98003 Structural Engineering Consultants PROJECT NAME: Yelm Creek Development SHEET_OF_ 1 T � PROJECT NUMBER: 07-238 VER 2.0(6199) ��S ANDERSON-PEYTON 08/04/OB STRUCTURAI ENGINEERING CONSULTANTS Design By:YHW A Divivon ol AGP Consultenfs,Inc. SOLID WOOD COLUMN DESIGN-COMBINED BENDING&AXIAL LOADS(BENDING LOAD ON EDGEWISE i.e.,SHORT FACE OF MEMBER 2005 NDS UNIAXIAL BENDING ONLY-ABOUT THE EDGEWISE AXIS(Subscript t indicates edgewise axis,2 would indicate flatwise axis) {' � �Maximum allowable compression Jc Jb1 � parallel ro grain, psi (See previous sheet) L� rI Fn� = Tabulated Comp,value(parallel to grain)multiplied by � + 1�h1 Ll-�/�,/;1�� all applicable adjustment facrors except C�, psi LOADING F�, =Fb'*C� � NOTE:Need to verify thal Paii is less than Pa��(see note 3 in assumptions below). �-� EDGEWISE FACE 0.822E�,�, Fcc - ��= Adjusted modulus ot elasticity for beam stability ��_�d�� and column stability celculation,psi d �b- width of inember,inches � column length multiplied by FLAiVNSE buckling length coeificient(Ke), inches FACE Note:All column values based on calculations from column w/axial load only on previous sheet. + ASSUMPTtONS: 1.Lateral stability requirements per para.'s 3.3.3&4.4.1 in NDS and compression side is laterally supported for full length. 2.Since laterally supported full length,unbraced length(lu)is zero,therefore fhe beam slenderness ralio,f�,is zero.Since I�&RB is equal to zero,CL=1. 3.Verify that P��is less than Paii for bearing capacity of plate. COLUMN VALUES BENDING VALUES INTERACTION Beam Beam b � F-r E^e Pa�, f�. j.��.�f F� Size Fac.Load Dur. F F,, W Spcg �y f Interaction F 6 ai b Type Length L Pa�) Bending Factor (PSF) (In., Value (Feet) inches inches psi psi^6 Ibs psi psi (CF) (Cp) psi psi O.C.) plf psi <1.00 2x4-SGHF 9 1.5 3.5 380 0.44 811 155 OK 335 1.10 1.60 675 1188 14.0 12 14.00 555 1.00 -.2x4-SGHF 9 1.5 3.5 380 0.44 592 113 OK 335 1.10 1.60 675 1188 14A 16 18.67 741 1.00 2x4-SGHF 9.5 1.5 3.5 380 0.44 1141 217 OK 335 1.10 1.60 675 1188 5.0 16 6.67 295 1.00 2x4SGHF 9.5 L5 3.5 380 0.44 1248 238 OK 335 1.10 1.60 675 1188 5.0 12 5.00 221 1.00 3x4-SGHF 9 2.5 3.5 461 0.44 2768 316 OK 405 1.10 1.60 675 1188 5.0 16 6.67 159 1.00 3x4-SGHF 9 2.5 3.5 380 0.44 2198 251 OK 335 110 1.60 675 1188 5.0 16 6.67 159 0.96 3x4-SGHF 9.5 2.5 3.5 341 0.44 1944 222 OK 306 1.10 1.60 675 1168 5.0 16 6.67 177 0.95 3x4-SGHF 9.5 2.5 3.5 308 0.44 1679 192 OK 280 1.10 1.60 675 1188 5.0 16 6.67 177 0.87 2x6-SGHF 9 1.5 5.5 938 0.44 4318 523 OK 594 1A0 1.60 675 1080 5.0 16 6.67 107 1.00 2x6-SGHF 9 1.5 5.5 938 0.44 2692 326 OK 594 1A0 1.60 675 1080 23A 16 30.67 493 1.00 2x6-SGHF 9.5 1.5 5.5 938 0.44 4258 516 OK 594 1.00 1.60 675 1080 5.0 16 6.67 119 1,00 2x6-SGHF 9.5 1.5 5.5 938 0.44 2471 300 OK 594 1.00 1.60 675 1080 23.0 76 30.67 549 1.00 BEARING CAPACITY OF PLATE: NOTES: COLUMN Fc PER ALL LOAD 1.DF stands for pouglas Fir-Larch,HF stands for Hem-Fir and SG stands tor Stud Gratle. PSI LBS 2.2x_members are Stud Grade and 4x_&6x_members are#1 grade. 2x4-SGHF 405 2126 3x4-SGHF 405 3544 "COMPARE INTERACTION VALUE WITH BEARING CAPACITY AND USE THE LESSER OF THE TWO. 2x6-SGHF 405 3341 4x4-DF 405 4961 Column Column Column Max. 6x6-0F 405 1225t Type Length S�acing Capacity Feet (Inches Ibs 2x4-SGHF 9.00 12 811 � ��,��T_ � �� PLATE MATERIAL Fc si 2x4-SGHF 9 00 16 592 �� y HEM FIR 405 2x4-SGHF 9.50 16 4 DOUG FIR 625 2x4-SGHF 9.50 12 1 4 3x4-SGHF 9A0 16 2 3x4-SGHF 9.00 16 21 8 3x4-SGHF 9.50 16 1 � 3x4-SGHF 9.5D 16 1 7 2x6-SGHF 9.00 16 34 2x6-SGHF 9 00 16 692 2x6-SGHF 9.50 tE 341 � 2x6-SGHF 9.50 16 2471 � �( �. � � z � � o�� zvv � Q J� '`+ i a �� o � X � o � u4o M..� c� ~ R�� W � J N W � _ � 4 — � W��n� Q � � � �V~ O a � w��J � �Z Q N � � 0 � � p � J F � � �NQ � � Q om�O �- -- -�---L--- --� � �� J A � I I u`n� Q � � 7 i � ^ �-------- -- ,�?Q l'J �/ �, x = d � `r^ ° = i �� ; L' i N �� U � _, � - ., � 41u � 0 � �J_N� 4 pi —' �� i �n I I�I `" - z X� > 0, 4 0 6, i �Ocv.. w ri v x I 0� `r I M�1 � �i I I ? �--------- O - � � � I �- �+ O � i � q r--------- i 1 i ' � u (�� ' � 0 � �0 ' � � j�' �� I� � LU � i� I I � 0 i I d'1 �� ; � r ; �=Q Z I �u.� � � w�-fY � 0 I I � � �QQ � � � � N � � � ID i O r � ; I s 61 II I `" � �' I M • � � _, � �, ', � 4 � ; �, ( I c� r� �j( � � \`� � cN � � �� Zc I � '---------- - - 6' � W - N — I � �------------ _ ,- � 61 �� , � � (]i � i - J _n � � 0 I w Oi 0� � `n w � � I � I N I ' 0� `� I � _� W _ ' I � 0 i � l7� � _! � I ��------------ ' -�� Q I I V �O N ° L-----f�-z----r--------� C �r � / �� y� p� z ��Pl-,mt ^ z O U � � W�� Zvv � � Z ��0.� U x u- p � ��W� � w � w � � J O O WwWZ°jU� Q � N a p � � w�0�� N L� z Q 1� � N F� � � J � 3 � -- --r----L--- ----1 �' � � � - i � ^ �------------ I a � � �� I � o I ooQ o� o � � r ��v u� _; � - � 0 � �_�n� J �, :—� � "� �n `" � I �z X�-�- > 0� � � � a' \ � w — � O�,.. w r-; .� � c� fl M� � i Z �� i L � � i — �------------ � i - � � f ' N � I � � �------------ A/ l � w �� : i ' w I /, I Q I � � �I � m O� � � �� N �/� +U �� u-. � ' � 4 �� D�Q � I c� �----- =�-� �\ ' _ LLl�—(K O I �� . � ti Q 4 O I \ � ' ' �� + iv N � � U � ��4\ Y _ 1� ; � O � ��;.`;�?•�• : I � ' `\�� i � � � I N � � \�\' . � � � � �\ �� cn i � � N i � Q \\ I � � I I � y�.� � �c � i � ^ �, � N � � �� i � , � � �� _ � i � �,�� , � , , , a � , � � � N , I � ��----- �` \ , � I ' � � ` �� • \ I Z ii � _ � w o, ; �, , I , � 0��'�� ■I � ' 0; x I � �� I' W ❑ L------------ _ 0 � � � � I , / N I N � �------------ - � �� I I �� p � � � cq � i I I 0� �I � � u�j J tii I 6l; � j 6' �O Q� Q � e� `� � �o � u i ��------------ � �� n � � I QO �------3 � �---r--------� �„ �U � �w �r Q z ��PJ-�PJZ -� z O H � �OO � nderson - � eyt � � 03 . �r� JOB # SI�ET OF�_ ❑O❑ Structural Engineering Consultants ❑o❑ A Division of ACP Consultants,Inc. DES IGNED �H� DATE �/�3�� Fj PROJECT ` � C' � ' � � ��C� CHECKED DATE �A�a-A � � v�v�-�� ua. L � � 5 � � �] � � , , �_ � .�� , � � czs � p5� X � Z°'�L -� �� = C ` � � P �� zga � -�y h �. ,c y. S T�b : � _ i� 3 �� -- (,z$� > r � 3 � � I � o � s t �► � �� S��.c = � 2g$ )�'�� t6 n- _ � s � � � �qz.� �- �at S-r�� "'t'�,�t,� . G � l , � _ �- � � a � � ��w� 1301 w ► � � �., � i�4. � 6 � �� x �� /Z = � r (�� 31620 23rd Avenue South, Suite 321, Federal Way, R'A 98003 • Phone: (253) 941-9929 Fax: (253)941-9939 Seattle/ Eastside (206) 292-0940 Title: Job# Dsgnr: Date: 7:58AM, 7 OCT 08 Description: Scope: � � Rev: 580006 User KW-0604293,Ver5.80,1-Dec-2003 Timber Beam 8� Joist Page � (c)1983-2003 ENERCALC Engineering Software beam 01.ecw:Calculations Description Garage Beams �Timber Member Information �ode Ref: 1997/2001 NDS,2000l2003 IBC,2003 NFPA 5000. Base allowables are user defineo BO1 Timber Section ax�o Beam Width in 3.500 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 Tlmber Grade Douglas Fir- Larch,No.l Fb-BasicAllow psi 1,000.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,700.0 Load Duration Factor 1.150 Member Type Sawn Repetitive Status No Center Span Data Span ft 9.75 Dead Load #/ft 173.00 Live Load #/ft 288.00 R@SUItS Ratio= 0.9544 Mmax @ Center in-k 65.74 @ X= ft 4.87 fb:Actual psi 1,317.0 Fb:Allowable psi 1,380.0 Bending OK fv:Actual psi 88.3 Fv:Allowable psi 207.0 Shear OK Reactions @ Left End DL Ibs 843.37 LL Ibs 1,404.00 Max. DL+LL Ibs 2,247.37 @ Right End DL Ibs 843.37 LL Ibs 1,404.00 Max.DL+LL Ibs 2,247.37 Deflections Ratio oK Center DL Defl in -0.090 L/Defl Ratio i 1,305.3 Center LL Defl in I -0.149 L/Defl Ratio 784.1 Center Total Defl in -0.239 Location ft 4.875 L/Defl Ratio 489.8 � � PROJECT NAME:YELM CREEK DEVELOPMENT SHEET OF PROJECT NUMBER: 07138 Roof COLUMN # COl ANDERSON-PEYTON DATE: 08/04/08 STRUCTURAL ENGINEERING CONSULTANTS DESIGN BY: YHW Gxrflge Door Post WUUU UL:AM—CUL UMN U�SL(iN Applied Loads Stress Material Properties Strong Weak Factors Grade '�SG HF '� Ad�usted —� Axis Axis 1.6 �I� Cd Fbx= 675 psi ll 88 X X Unbraced Lengths� ❑Cr Fby= 743 psi 1307 Y.L= 9 1 fi ❑CM Fv= 150 psi 240 I{Le= 1 _fl ❑Ct Fc= 800 psi 1344 Emin E'min px py ��i Ex= 1200 ksi 1200 440 440 Ey= 1200 ksi 1200 440 440 Flexure Loads: Section Pro ierties w= 1 0 plf em er �,.zx4 I� �'Y P1= 0 0 k #Members 4 X Pl= 7 0 fi width= 1.5 in P2= 0 0 # depih= 3.5 in --► X P2= 0 0 ft Sx= 3.1 in^3 Sy= 1.3 in^3 Strong Axis Weak Axis Axial Ld= 2190 # A= 53 in^2 Momen�= 715.88 0 fl-# Ix= 5 4 in^4 Defl= 0.407 0.000 in I = 1.0 in^4 U 265 n/a Shear= 299 0 � (4)2x4 SG HF OK R.Reaction= 320 0 k L.Reaction= 319.5 0 # Axial Only Stron Axis Bendin Only Weak Aais Bendin Only fc= 104 psi fbx= 704 psi fby= 0 psi KI/d= 31 Kbe= 120 Fby'= 1307 psi Kce= 0.822 Fbe= 28286 psi fbyffby'= 0.00 psi OK c= 0.800 CL= 0.998 FCEy= 5651 psi Fce= 380 psi Fbx'= I]85 psi lnteraction 0 Cp= 0264 fU�Fbx'= 0.59 psi OK Fc'= 354 psi FCEx= 380 psi fv= 0 psi OK fc/F'c= 0294 OK fv= 21 psi OK OK Total Interaction 0.087 Interaction 0.819 Interaction 0.905 OK Pla�e r9aierial HF Masimum Stud Capacity 2126 Ib Fc 405 Cb ] Plate Bearing Capacity 2126.3 � / W�� zUU Q � Q�O�� v X lQi Ll � ° cD w cY W ��W�� o � � O O w�W°u Q � N � � � WO..�� N LL z—Q � O � � � � N � �--� -- -�---L--- ---� `� � �— � __ _ , - �..� � � � �------------ V O � ' �cn^ �i I � � oC1Q ol � I ' h � I �-�v ; p � 61 � �N�� s� � � v �.b � ' �zX� > e' a � �, � r � �O c�,.. q;r r� x ( d � I Z �; � j ~ —� � � L------------ � � — � �i � � � + � 4 r------------ N l I 1"i, � N �� W rT � 61 � q 0� � \ � � Q`p h+� � � � �; ' a, �p r r� I � � � � O / � � �i ,\`,_, + �cp w � � � '," ` ` ' w�(Y r � ` � — �QQ O � � � � � � � �: _� � � `� U r �. , � �� ,�.� �, I p � ��\��. , � � .� ;` i 0 � � � `\�.'' ,`. , \ I 0 �;, ' � I Q � ''� ��`t�,�.� � � �0 — I i w �\� \ ' �' � ,\ � '� � � ��,'�� I I ' ' - � � � ��;�� , � � � , , � � �� - ��. �� , I � ��----- ,,�\� , • �� , � I p, ' � � � ��. w O; �� ' �^ � I ' 0I X � m [T, � 11� r�i �t � I� � � �i I� � � �------------ � - � � ° , h 61 � � � � v ' c�' ( �------------ "' —' I �� I '. 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DESIGNED DATE PROJECT t E�"� C�C�'• �� '� CHECKED DATE ��.,�t''��(� � t,/aTvnJ�l, D �s ( �✓h� W1 �JD l. o/s,(� — -- ��o,�-r /t�cK : 63 � x � � X i � � �6�►- �'sF = +� ��i � s � �-� �s � ��. : � 3 � x ��' x � �,�,�- r � � = z.�� 3. s � t s �^� c �,�a� D��.� kl � +�HT : � �' psF '� 63 �x Z3 � = 2 � � 3.� '� S�'+�A � � .rt C� = c� , o`��--� � = � , , �� I �C � I �-3�- '' ; .f �b q 3 '� . � � � � IH .DtY��-G-f �� l�, � Nl� (� 01l ��2.tJ � . � VL( -" �`4'�� 4� = S z t' �'� � � �� = V�Z = G � 2 �r. � z Z� � = i �- �: P �� I � x � �µo�D CN�C�� L�N(X �t I�L�7tv1� CH �vt� 'Far� �,Z�vsc+�s � � � – � 31620 23rd Avenue Sooth, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253)941-9939 Seatde /Eastside (206) 292-0940 �OC� � rcdersor� � � ey � or� JoB # � « ❑ ❑ Structural Engineering Consultants SHEET OF �O❑ ADivisi000fACPConsultants,Inc. DESIGNED DATE PROJECT CHECKED DATE 1 _ � W L2- � K �;�L9�o� Z(Gdl � �I ` _ �, 5� � , � Zo ' 5 T ►��Q k� s-�-as� I t � j Z �. � �J �. t-t.1� C N �c 1� (-t v L9�v�J�J o V 6 l�T�1�t,J �N �' = j�. F p�� ,t � ' — v. .r x ►3 o pL� xt �a'�� ' � X o.��- '�Wi�c,n� q o pvK �i- �rp�F x Z. �. � SS" �# N o t-�� •1�-6--D �-.� ;1620 23rd A�-enue Soutt, Suite 321, Federal Way, WA 98003 • phone: (253) 941-9929 Fax: (253) 941-9939 Seattle / Eastside (206) 292-0940 � t� � ^ � / 2) "�4 � BOND BEAM g TOP � • • "5 g 48" O.C., LAP UJ/ FOOTINCx BAR 8" GMU � • • �2) "4 � BOND BEAM 9 48", _ PROVIDE 2'x2' CORNER e BARS g ALL IHORJ REINF. � � FTG. ANp WALLS � �� g �8„ O.C. I2" � IH �L— —I I ll1—� vARIES .�• ,'�a . , � ,•° " ..a • ' N (3) "5 GONT. a.° •`. . n° °; : ,. "5 x32" � 12" O.C. 3'-0" DUMPSTER ENCLOSURE SCALE: 1/2" = 1'_(Z�" 000 Anders � n - Pe� ton � ��-�+ JOB # SF�E'T OF' ❑0❑ Structural Engineering Consultants — QO❑ ADivisionofACPConsultants,Inc. DESIGNED DATE PROJECT P'�" F �� C� CHECKED DATE D V N►p s T y ri. D 6 s i �' N C c,+n J ) � �`� GM V 1�/ � w► = � S° a � �� ! 1 t��' �5� S TaG►N�i � � .�. = qoo �,�,� = � ou X 1 ��oo � � . 3rxt o�' ps � '�s Z, q�p v ., p. o n - - — _ — 5' E � � 2.1 , � ,3�'j'o , o � o (� . � � � 1�b � 3 � ,,�,, — �� ) x �r o v ^ S' 'o o p l � ,i � •3 � � �-F � s c� q- a ��c. , �.s= ----- ` o.o� �s � �►Z FT � _ � _ � ,aa�s' — '.. b t( �r ii — b. a a I � i�, x t� `� "' �.�p1 ^}. (� y �'L '_ � y� = Z.X � ,oor�X�.�,s + (, �.so1Gx 1�.��L — �� v°� � X �� S — °•°6$g -+- � .�34-�{-Z -- o • o t}. 3 � _ � -Z��4-s — 0 • � �4..4- ` o .Z3 ; - � _ K — �. a23 r ` s 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253) 941-9939 Seattle/Eastside (206) 292-0940 C700 � nderson - Peyton C� � �j JOB # —__ SI-IEET T OF" ❑�❑ Structural Engineering Consultants �,.._ �O❑ A Division of ACP Consultants,Inc. DESIGNED_________ DATE PROJECT CHECKED _ DATE M ,,,r, _ �F'� 6 d L �____r�'` � z ,, o, qz� x�,13 �- S � e �C I i x �. Z x Z � � � i � o , � _ �b �,--7 � a 4. °I ��. ` �b /�.� � s = /� sFs � � � �. O� � T X Z4,. eo X o . � L) X 4' � � �6 �- � � - �b /�.�. = s � Z +� -D�/�= . �`�l y C• u -r�o l� , / t�v �N.� l.� �a,� _. (4-� I � �'11� ?C � = I 4-.I � p ''� G��.� v l,�-t�s. n n�� hn�G�(`--�' : � M R -- i '� L� - � X ��-,�� X 6 = 2 �S �S -�� F�. S L� M�c �- �� _ � . o�,�- � �l -= �. og� , x(gsXb' ) .� t'�s o(C , _ � � � i��,,�F�-r - .�.�.–� x 3 ' � � 3� ,e s —�T 31620 23rd Avenue South, Suite 321, Federal Way, WA 98003 • Phone: (253) 941-9929 Fax: (253)941-9939 Seattle / Eastside (206) 292-0940 Q�[� Anderson - � eyton �C 1� JOB # �_ SHEET F ❑O❑ S tructural Engineering Consultants ❑O❑ pDivisionofACPConsultants,lnc. DESIGNED�_ DATE PROJECT CHECKED ____ DATE ( �j ) O V bVt"T u KN t N �r LD � �� y- o►2 ��j �Y �1-10� 57�� H = 35 �F x � ; 1 gr� " FT w �. � � z � � � � T�' wv � �tt T = �z'� x 3� X ��x �4-s P�� - 3.S' � __.. �z IR� siss° ��C n�� l � b -t- 4.�, 5' � X t.s � — $�o �� -��' �F�- _ M �. = 2 sr � b -F.,�. < $-}, o �s _� ,� � � . SH��y 1��c-r•r�. = �� = 3 ��f' > � � � �D 1<- ..�1 5 .. � L t�EAr�.i�J (� G-+�, Gk. � P � M _ �� sx G+43�� 255x6 � r � V v ' � --�'- 3 x ! 3'',� 1 � 4��- p1 a < 2,.. �� ' s � cA►p o Ic 31620 23rd Avenue South, Suite 321, Federal Way, Wq 9g003 • Phone: (253) 941-9929 Fax: (253)941-9939 Sea�tle/ Eastside (206) 292-0940 Yelm Creek DATE:8/4/2608� � SHEET OF NAME:YHW JOB#:07.238 MASONRY WALL DESIGN (SOLID GROUTED) zoosiBc P� AXIAL LOADS LATERAL LOADS(WIND I SEISMIC+Pe) PZ P DL LL SL TOTAL Top of Wall P*e(#-in)= o DL LL SL I �= 0 0 0 0 0 0 Ms= 133 H= 6 2= 0 0 0 0 (#-ft) �' Mid-Height P`el2(#-in)= 0 e= 0 (IN) MW= 255 D� LL s� (#-ft) o 0 0 P�+Pz= 0 0 0 0 Trash Enclosure Wall Note:Multiply wind by 1.3 for alternate load desi n WALL GEOMETRY DESIGN VALUES WALL HEIGHT H= 6 FEET n: ESlEm= 21.4815 psl THICKNESS t�NOMiNA�>= 8 INCHES Nominal Ag= 0.0768 IN`/FT REBAR SIZE= 5 NUMBER I = 443 IN REBAR SPACING 48 INCHES OC Ae= 91.50 IN` DEPTH TO REBAR d= 3.75 INCHES r= 2.2011 (�/Ae)�" MATERIAL PROPERTIES np= 0.036638 n(AS/(bd)) FS= 24000 psi k= 0.236525192 ((np)`+2np)"`-np fm= 1,500 psi j= 0.921158269 1 -k/3 ES= 29000 KSI 2/kj= 9.179485434 Em= 1,350 KSI 900*fm H!r= 32.7 CMU Weight= 84 PSF Fa(PSI)= 354.53 0.25 fm[1-(h/140r)^2] THICKNESS�EOUiv�= 7.63 INCHES Fe(PS�)= 495.00 0.33 fm<=2000psi SPECIAL INSPECTION? YES YES/NO Always Yes Dufati0n= 1.6 on Wind or Seismic per IBC 1605.3.: LOAD COMBINATIONS ,r MOMEN AXIAL fb BENDING STRESS AXIAL AXIAL LOAD ` M LOAD STEEL MASONRY STRESS CHECK COMB. �, (#-IN) (#) fs (PSI) fm(PSI) fa(PSI) fa/Fa< 1 (fa+fy)/Fb TOP OF WALL (16-13) D+L+S 0 0 0 OK 0 0 0 0 OK (16-14) D+L+W 0 0 0 OK 0 0 0 0 OK (16-1 5)D+L+S/2+W 0 0 0 OK 0 0 0 0 OK (16-16)D+L+S+W/2 0 0 0 OK 0 0 0 0 OK (16-17)D+L+S+E 0 0 0 OK 0 0 0 0 OK 16-18 .9D+E 0 0 0 OK 0 0 0 0 OK OK OK OK MIDHEIGHT OF WALL (16-13) D+L+S 0 252 0 OK 0 3 0.0078 0.005564 OK (16-14) D+L+W 3060 252 11542 OK 166 3 0.0049 0.213647 OK (16-15)D+L+S/2+W 3060 252 11542 OK 166 3 0.0049 0.213647 OK (16-16)D+L+S+W/2 1530 252 5771 OK 83 3 0.0049 0.108562 OK (16-17)D+L+S+E 1596 252 6019.9 OK 87 3 0.0049 0.113095 OK 16-18 .9D+E 1596 252 6019.9 OK 87 3 0.0049 0.113095 OK SUMMARY OK OK OK WALL DESIGN OK (253)941-9929 31620 23rd Ave S.,Suite 321 ANDERSON-PEYTON (253)941-9939 FAX Federal Way,WA 98003 Structural Engineering Consultants