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Specifications (2) AFGHAN ASSOCIATES, INC. OFFICE COPY CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Project: Tigard Triangle Commons Building One OFFICE COPY th and Dartmouth Tigard, Oregon v G R ti : %� ` id c AJD3 ULLIO 15,3 0 4' � � iIy Tigard , „ . o o Appr ®vet of F'lan� frO .. E xI. BY - � Date ../ ..- PROJECT #: A05224.01 11 sw � . , DATE: May 10, 2006 PERMIT SUBMISSION WOKS INCLUDE Uhl- ATTAClTElb rG PECIFICAT1ON BOOK STRUC'4URALCALM EOTECH REPORT MISC DOCUMENTS H: \Projects \Tigard Triangle Commons \Building One \Calculations \cover permit submittal 5- 8- 06.doc 6960 SW VARNS ST., STE. 200 - TIGARD, OREGON 97223 - PHONE (503) 620 -3030 - FAX (503) 620 -5539 V H C 4 R; U 'N - --- - 0 - 3. , 20 1.1 1 ��` PROVIDE EMBED CONNECTIONS EACH • . SIDE OF BEAM CONNECTION I' -6" FROM • • CENTERLINE OF BEAM TO CENTERLINE d 4 OF EMBED PLATE PER 1 /SS.1 ° • .. W24 BEAM PER PLAN W/ (6) BOLT • . CONNECTION PER 1/55.1 4 1 ©. 4 11'. v - '• moumagisseam=fraturtrimusja7satio _T .9 BEAM T.O. PLATE . p 4 � 10 I • • 1 O NOTE: 4 • . Clb... W24 AMS THAT HAVE CONN. TO • ' e Z S)= CONC. PANELS AT EACH END - , 4 .`vLp n (6) BOLT CONNECTION IN SHORT SLOTTED HORIZONTAL 1 ed � �S /I6 ,`, J HOLES. DO NOT WELD SHEAR 1 40 • O TAB TO. BEAM 0 • p': . , a 1 r 2 1/2 � Ig a 5/16 V 23 C 2 In EMBED PLATE PER 3/S5.3 - -'� CONCRETE PANEL PER SHT S3.1 W24 }BEAM CONNECTION AT CONCRETE PANEL 22450301 EMO SCALE: 1" = 1' -0" is Triangle Commons - Bldg. 1 Date: 11 August 2006 A 'TAN ASSOCIATES INC. Drawn by: Checked by: +, INSULTING ENGINEERS Structural Details CLC HRA Revisions: Sheet A,1-S5.3-1 6960 S.W. Verne Si Sulte 200, Nerd, Oregon 97223 15031 620 -3030 Fare 620.5539 AI 11 August 2006 MI JOB NO. A05224.04 Addendum *1 Job Number: 101100.01 . ‘ V H 'ArA-0 i w 206 - iluiiaw - .111 Ur rnilrgIM r CONC. PANEL, SEE ELEV. ON 53.1 • • 4. •0 . 1/4 . 4 . , L5x5x5/16 LEDGER PER 7/55.1 . CONCRETE OVER METAL DECK PER PLAN • AT SIM: ROOF DECK PER PLAN T.O. SLAB ® T.O. DATE p �' d z N [ l ,.. . . [ d 1 O (V • p C „ A 1 . a ` ,,° i 0 4 'a 1 0`. 5/16 >✓ I • , p • _ 1 .. , . . a v -WI FLANGE BEAM PER PLAN W/ I— (4) BOLT CONNECTION PER 1/55.1 3 5/161/ 18 � 12 FE 3/4 °x14x2 WI (6) 7/S °4'x6° EMBED HEADED STUDS AT II° O.C. 3 UM& 5E 4M CONNECTION AT CONCRETE PANEL 5 / 22450303 EMO LIB303 SCALE: 1" = 1' -0" I Triangle Commons - Bldg. 1 Date: 11 August 2006 A ''XIAN ASSOCIATES INC. Drawn by: Checked by: _ INSULTING ENGINEERS Structural Details CLC HRA Revisions: Sheet Al-S5.3-2 6960 S.W. Verne St. Suite 200, Tigard, Oregon 97223 15031 620.3030 Fax 620.5539 Al 11 August 2006 AAI JOB NO. A05224.04 Addendum 4 1 Job Number: 101100.01 RECENH AUG 1..:: 2006 Gx9xm' -S" 3" IN 9 " — .,f.T� 7 y T � `'. / 31 /1'1'11 >na,ol„ NSS4x4x1 /4x0' -S" _ TYP. It 3/4 W/ (3) 3/4 "47x6" HEADED STUDS - - - - ZNI .1_ psi : 4 I 0 >e 1/2x10x1' -6" aE ( i - - iuig( �� 1E I /2x4x1' -6" W/ `) 11 E.B. AS REQ'D Z ® 4 ) — f -,- ' 2 V2 5/161/ 23 \21/2 rt 5/1(2 N & TYP> I/4 V (1/4)1C FE 1/2x10x1' -6" 1- ISSSxS COLUMN . N I PER PLAN . (i) W24 IBE4M AT 4SSSxS 5E4M `5 2240318 >=Mc' SCALE: 1 I /2" = 1' -0" . walk :. Triangle Commons - Bldg. 1 Date: 11 August 2006 AT ASSOCIATES INC. Drawn by: Checked by: )NSULTING ENGINEERS Structural Details CLC HRA Revisions: Sheet Al-S5.3-3 6960 S.W. Verne SI. Sulle 200, Tigard, Oregon 97223 (503) 620.3030 Fax 620.5539 A 1 11 August 2006 - AAI JOB NO. A05224,04 Addendum #1 Job Number: 101100.01 SPECIAL INSPECTION PROGRAM�� • * ESTABLISHED PER CHAPTER 17 OF THE 2003 INTERNATIONAL BUILDING CODE (IBC) * UNLESS NOTED OTHERWISE, ALL SPECIAL INSPECTIONS SHALL BE CONTINUOUS tr. . 7na6 TYPE OF WORK PERIODIC COMMENTS .., K,.; ; SOILS tL-4 N .-t . � T T C. 5 ti GRADING, EXCAVATION & FILL REF. GEOTECHNICA REPORT FOUNDATION BEARING SURFACE REF. GEOTECHNICAL REPORT (PRIOR TO REBAR PLACEMENT) CONCRETE I ... V ."., —.., PLACEMENT OF REINFORCING STEEL X VERIFY SIZE & SPACING PRIOR TO POUR EMBED PLATE INSTALLATION X VERIFY CONFIGURATION & SPACING BOLTS CAST IN CONCRETE X VERIFY SIZE & SPACING PRIOR TO POUR PLACING OF REINFORCED CONCRETE ( VERIFY MIX AND MEMBER GEOMETRIES ) ( ) TAKING OF TEST SPECIMENS STRUCTURAL WELDING AND HIGH STRENGTH BOLTING SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" ( � X VISUALLY INSPECT ALL WELDS AS PER AWS D1.I ) FILLET WELDS EXCEEDING 5/16" (( GROOVE WELDS AND COMPLETE PENETRATIONS ( ( ULTRASONIC OR AS APPROVED ) FLOOR AND ROOF DECKING ( X VISUALLY INSPECT ALL WELDS AS PER AWS 01.3 ) ) WELDED STUDS S ` ) 'TIDED COLD FORMED FRAMING ` X VERIFY SIZE, SPACING & DETAILS ) ) (ELDED STAIR AND RAILING SYSTEMS S Z X INSPECT ASSEMBLY d CONNECTION PRIOR TO INSTALLATION > WELDED OF A 706 REINFORCING STEEL FOR EMBEDS S ` ) — LARGER THAN #5 ` ) — #5 AND SMALLER X VISALLY INSPECT ALL WELDS AS PER AWS DI.4 ) • HIGH'STRENGTH BOLTING C X SNUG — TIGHTENED JOINTS, INCLUDES )) MATERIAL VERIFICATION STRUCTURAL MASONRY PRISM PREPARATION / TEST SPECIMENS ) UNIT PLACEMENT PLACEMENT OF REINFORCING STEEL VERIFY SIZE AND SPACING PROIR TO GROUTING GROUT SPACE X . VERIFY CLEANOUT & CLEARANCES GROUT PLACEMENT ) J OTHER STRUCTURAL STEEL FABRICATION & ERECTION gum VERIFY SIZE, SPACING & DETAILS 3 BRACED FRAMES & ASSOCIATED CONNECTIONS SEE PLANS FOR LOCATIONS ) Triangle Commons - Bldg. 1 Date: 11 August 2006 Ayr-II-IAN ASSOCIATES INC. Drawn by: Checked by: INSULTING ENGINEERS Structural General Notes CLC HRA Revisions: Sheet A 1 -S 1.0 -1 6960 S.W. Yarns St. Suite 200, Tigard, Oregon 97223 1503) 620 -3030 Fax 620-5539 Al 11 August 2006 MI JOB NO. A05224.04 Addendum # 1 Job Number: 101100.01 A 13 %�P Ah� afghan esso ciates,inc. AUG 1 4 2006 ENGINEERING CITY OF TIGARD BUILDING DIVISION Response to City of Tigard Plan Review Comments Tigard Triangle Commons Building One Permit Number: BUP2006 -00206 AAI Project No.: A05224.01 The following responds to the Structural Engineering plan review comments provided by Ray Miller of Miller Consulting Engineers on behalf of the City of Tigard. The response numbers correspond to the plan review item numbers with the necessary references to the drawings, calculations and the attached supplementary calculations and materials, referred to as the Response Package. Item 6: Periodic Inspections are described in Program Note 6: Definitions, B. A description of the Periodic Inspection requirements for each material has been added in the Remarks column of the Special Inspection Program on Sheet S1.0. Item 19: The detail references in the notes of Details 16/S3.2 and 17/S3.2 are revised on the resubmitted Permit Set of drawings. These details no longer reference details on Sheet S5.5. Item 28: For Detail 1/S5.3, the 6 -bolt connection per Detail 1 /S5.1 designates a 5/16 -inch fillet weld to the embed plate. For Detail 3/S5.3, the 4 -bolt connection per Detail 1 /S5.1 designates a 5/16 -inch fillet weld to the embed plate. A 5/16" fillet weld symbol is added to Detail 1/S5.3 and Detail 3/S5.3 for clarity. The calculations that verify the capacity of these welds to carry the design loads were provided in the previous Response Package. Item 33: A 5/16" fillet weld symbol is added to connect the shear tab plate to the column faceplate. The calculations that verify the capacity of the connection are provided on Sheets D -18 through D -20 of the Permit Calculation Package. Please contact me if you have any questions regarding these responses to your plan review !- comments. Sincerel , • wr r . ', Stew Young, SE Pro ect Mana:er L � I f .rd Amodeo, S • I ' I Principal 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w . a a i e n g. c o m . .,-' .. \ ..-- - 2 \ \ • I., , J . •\ , \ \ \ \ l••.,A..,....i.., , NL__I 1 ' \ \ '., --,.., --'.. .,.. L.. - , : / 1 , \ ---- \ 1 \ \ ' \ I , \ \ 3 . , - . - , I --.-: - [------..„„,,,,,,.. 0 r i ., < ' .. 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Z Alt \ L u _.._),,, cr– rn (1) Z •-______ _ X I - 0 o 20 0 G E 0 DES I G N k) PNWP-30-02 SITE PLAN 15575 SW Sequoia Parkway - Suite 100 Portland OR 97224 TIGARD TRIANGLE COMMONS JULY 2005 FIGURE 2 Off 503.968.8787 Fax 503.968.3068 TIGARD, OR rz AA! afghan associates, inc. ENGINEERING Response to City of Tigard Plan Review Comments �® CP\ Tigard Triangle Commons Building One l 006 Permit Number: BUP2006 -00206 2 6 AAI Project No.: A05224.01 �v TOGO) N The following responds to the Structural Engineering plan review comments provided by Ray Miller of Miller Consulting Engineers on behalf of the City of Tigard. The response numbers correspond to the plan review item numbers with the necessary references to the drawings, calculations and the attached supplementary calculations and materials, referred to as the Response Package. J Item 1: The calculations that verify the capacity of the trash enclosure walls for seismic loads are provided in the Response Package. Item 2: The structural columns and beams are designed to support loads imparted to them by the canopy. The canopy glazing and the support members are a bidder - design item that is designed by others. Sheet S1.0: Deferred Submittals is updated to reflect this. J L Item 3 The main structural system is designed to support loads imparted to it by the ,,, storefront glazing system. The storefront glazing system is a bidder - design item that is designed by others. Sheet S1.0: Deferred Submittals is updated to reflect this. X Item 4: The main structural system is designed to support loads imparted to it by the storefront glazing system. The storefront glazing system is a bidder - design item that is designed by others. Sheet S1.0: Deferred Submittals is updated to reflect this. 1/Item 5: The Site Class C designation can be verified on Page 17 of the Geotechnical Report by GeoDesign, Inc date July 19` 2005. A copy of the report, without appendices, has been included in Appendix A of this Response Package. Item 6: Periodic Inspections are described in Program Note 6: Definitions, B. viltem 7: The bolted - connections for the project utilize A325N bolts per Detail 1/S5.1 unless otherwise indicated. The shear plate connections are bearing type connections that require snug- tightened joints. The snug- tightened joint reference will be added to Special Inspection Program: High Strength Bolting: Comments. Item 8: The calculations used to develop the retaining wall section and schedule shown in Details 4/S4.1 and 5/S4.1 were provided on Sheets C through CE of the Permit Calculation Package. 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a s i e n g. c o m Tigard Triangle Building One: Plan Review Response July 6, 2006 Page 2 of 2 Item 9: The calculations used to develop the retaining wall section and schedule shown in Details 4/S4.1 and 5/S4.1 were provided on Sheets CF -73 through CF -89 of the Permit Calculation Package. Item 10: The calculations for the remaining beams that were not included in the Permit Calculation Package are provided in the Response Package. The page numbers are indicated for beams that have calculations in the Permit Calculation Package. Item 11: Details 5/S5.4 through 9/S5.4 are added for the connections of the 2 " Floor 40G Joist Girder along Grid A, the rolled HSS 10x4x1/4 and the intermediate HSS 5x5x3/16 beams. Detail 18/S4.1 is revised for the addition of the HSS 8x4x3/8 column at the ends of the curtain wall glazing that extends to the top of the parapet. Calculations of the members and their connections are included in the Response Package. Item 12: The calculations for the W12x26 Beam with the W8x18 Beam cantilevered over the top are included on sheets FF35 and FF38 of the Pein>it Calculation Package. Details 11/S5.4 through 15/S5.4 have been added for the connections in this area. Calculations for the connections and beams for the added details are provided in the Response Package. Item 13: Detail 1/S5.3 is revised to provide a bolted connection with short- slotted holes where the W24 beams have connections to concrete panels at each end. The calculations that verify the capacity of the connection are provided in the Response 1 71tem 14: The plans are updated to show the correct detail at Grid —3.3 and Grid B.5 for the connection of the W12 at concrete panel as 19/S5.1, not 14/S5.1. The plans are updated to show the correct detail at Grid —3.1 and Grid C for the connection of the W12 at concrete panel as 5/S5.3, not 14/S5.3. A note is added to Detail 5/S5.3 to indicate that the W18 embed plate should be used for drag beams W16 and smaller. %em 15: Detail 16/S56.4 is added for the connection of the HSS 8x6x3/8 panel brace support at the concrete panel. The calculations that verify the capacity of the connection are provided in the Response Package. Item 16: The plans are updated to show the correct detail at Grid 3.2 and Grid C for the connection of the W14 at concrete panel as 18/S5.2, not 9/S5.4. The plans are updated to show the correct detail at Grid —2.0 and Grid E for the connection of the W12 at concrete panel as 19/S5.1, not 14/S5.1. Item 17: The 12 -foot wide uniform snowdrift loading around the mechanical unit satisfies the snow drift loading required for both the unit and the screen, see Sheet RF -1 of the Permit Calculation Package. The plans are updated to indicate that the snowdrift loading is around the full perimeter of the mechanical unit. Item 18: The calculations that verify the capacity of the connection are provided in the Response Package. 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m Tigard Triangle Building One: Plan Review Response July 6, 2006 Page 3 of 3 tem 19: The detail references in the notes of Details 16/S3.2 and 17/S3.2 are revised. Item 20: The calculation Sheet CF -53 for the HSS 6x6 columns at the East side glazing area does not apply because the glazing and column are founded on the retaining wall system. Calculation Sheet CF -53 should have been omitted from the Peiniit Calculation Package. The turned down slab edge shown in Detail 9/S4.1 easily supports the glazing system at the West entry. (/Item 21: The legs of the bent plate and the internal plates per Detail 13/S4.1 are revised to accommodate weld length required at the vertical A706 bars. L Item 22: The calculations that verify the capacity of the connection are provided in the Response Package. Item 23: The faceplates are used to prevent plate bending of the HSS flanges due typical shear tab beam to column connections that load the middle of the flange. All the columns that receive the 6 -inch faceplates are 8 -inch square. The 6 -inch plate places the vertical welds of Detail 3/S5.1 just inside the radius turn of the HSS section, the strong portion of the column. Using a faceplate smaller than the column section was elected to save steel, provide easier fabrication and prevent conflicts with multiple beam connections at a single column. Item 24: The calculations for the torsion effect due to floor joist loading on the floor beam section of the concrete panels are provided in the Response Package. The longer span concrete beams are braced per Detail 9/S5.1 and Detail 10/S5.1. The panels are detailed with the #8 reinforcing bars each face top and bottom to accommodate the out -of -plane torsion reaction from the joist loads. These loads are combined with nominal wind and seismic uniform loads. The beams have additional capacity to resist torsion from the #3 closed ties provided to meet the shear wall design criteria. Item 25: The calculations for the torsion effect due to roof joist loading on the roof beam section of the concrete panels are provided in the Response Package. The panels are detailed with the #8 reinforcing bars each face top and bottom to accommodate the out -of -plane torsion reaction from the joist loads. No additional panel bracing is required at the roof beams. The beams have additional capacity to resist torsion from the #3 closed ties provided to meet the shear wall design criteria. Item 26: Based on review of the loads, the wide - flanged beam connection to the HSS column opposite the joist - girder per Dail 4/S5.2 and Detail 5/S5.2 does not require a faceplate; therefore, the 5 -inch faceplate augments the connection capacity. Item 27: Detail 16/S5.2 is revised so the weld relates to the plate connection. 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m Tigard Triangle Building One: Plan Review Response July 6, 2006 Page 4 of 4 Item 28: For Detail 1/S5.3, the 6 -bolt connection per Detail 1 /S5.1 designates a 5/16 -inch fillet weld to the embed plate. The capacity of the welded shear tab is 57 kips. The largest W24 beam reaction for this detail is 32 kips. For Detail 3/S5.3, the 4- bolt connection per Detail 1/S5.1 designates a 5/16 -inch fillet weld to the embed plate. The capacity of the welded shear tab is 32 kips. The largest W18 beam reaction for this detail is 20 kips. See the calculations in the Response Package for verification of the connection capacities. tern 29: Detail 2/S5.3 is revised with supporting calculations included in the Response Package. Item 30: The calculations used to develop the steel beam to panel -end connections of Detail 4/S5.3 were provided on Sheets D -2 through D -5 of the Permit Calculation Package. Item 31: The calculations used to develop the steel beam to panel -end connections of Detail 5/S5.3 were provided on Sheets D -2 through D -5 of the Permit Calculation Package. Item 32: The calculations that verify the mechanical screen members and connections are provided in the Response Package. The top of the mechanical screen is maximum 10' -0" above the roof deck with a 2' -0" gap at the bottom that can vary. The architectural information on Details 10/A5.2 and Detail 11/A5.2 is incorrect and will be revised for the resubmission. Item 33: The calculations that verify the capacity of the connection are provided on Sheets D -18 through D -20 of the Permit Calculation Package. Item 34: The calculation that verifies the capacity of the connection is provided in the Response Package. Detail 19/S5.3 is revised with references to Details 18/S5.3 and 5/S5.3, instead of 3/S5.3, for the embed plates shown. Item 35: Detail 20/S5.3 is revised so the weld relates to the W12 beam connection. Item 36: See the response to Item 17. Item 37: The building weight and shear distribution that was provided in the Permit Calculation Package is confirmed by the calculations included in the Response Package. :The weight of the brick was accurately represented in the Permit Calculation Package. The lateral distribution for the Second Floor story shear was reviewed and remains correct. The Second Floor shear distribution is cumulative; therefore, the shear loads to the panels at the second level is the total shear from the distribution less the roof shear. The roof shear distribution was recalculated and included in the Response Package. The shear loads are comparable to those provided in the Permit Calculation Package. 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w . a s i e n g. c o m Tigard Triangle Building One: Plan Review Response July 6, 2006 Page 5 of 5 Items 38 through 47 are procedural matters that will be handled during the progress of the project. The special inspection agency for the project has not been selected at this time. The special inspection program and structural observation intended for this project are noted the Sheet S1.0 of the drawings. Shop drawings for the materials and deferred submittals will be reviewed, stamped with the necessary action and submitted to the City of Tigard for Review. Please contact me if you have any questions regarding these responses to your plan review comments. Sincerely, Steve ' oung, SE Project Manager deltalit ' chard J Amodeo, SE Principal 4875 SW Griffith Drive I Suite 300 I Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m 06/06/2006 TUE 18:21 FAX 503 244 0417 MILDREN DESIGN -3-+ 4 AFGAN ASSOC Cj004 /007 JOB NAME: Tigard Triangle Building C' JOB ADDRESS: 11850 SW 67th, Tigard, OR I CITY OF TIGARD DATE: June 1, 2006 BUILDING DEPARTMENT MCE Project No.: 060593 13125 HALL BOULEVARD TIGARD, OR 97223 SHEET 1 OF 4 Tigard Building Permit BUP2006. -00206 • STRUCTURAL PLAN REVIEW #1 Plans Dated 5/10/06 Corr. Item Page No. Comments Made No. Code Section 1 Sht. A1.3 Submit calculation including seismic for trash Detail 9/A1.3 enclosure walls. 106.1.1 2 Sht. A1.2,2 Submit calculations and details for canopy 106.1.1 Detail 1/A1.2.2 including wind. 3 Sht. A4.2 Submit calculations and details for glazed 106.1.1 Detail 1/A4.2 storefront system, 4 Sht. A4.3 Submit calculations and details for glazed 106.1.1 Detail 1/A4.3 storefront system. 5 Sht. S1 .0 Seismic criteria, site class 'C' to be verified 106.1.1 by soils report. 6 Sht. 51.0 Submit when or how often for type of work 1704 Special Inspection listed as periodic. Program 7 Sht, S1.0 Special Submit method of tightening for high strength 1704 Inspection Program bolting. 8 Sht. 82.1.1 Submit calculations for foundation retaining 106.1.1 Detail 1/82.1.1 walls. 9 Sht. 52.1.2 --� 'Submit calculations for foundation retaining 106.1.1 Detail 1/S2.1.2 walls. 10 Sht. S2.2.1 Submit calculations and details for length of 106.1.1 Detail 1/S2.2.1 W16x31 © grids 3.0 between 6.5 and C, W16x26 @ grids 2.7 between A and A.5, etc. 11 Sht. S2.21 Submit calculations and details for Detail 1/52.2.1 connections of 40 VG6N, rolled HSS 106.1.1 10x4x1/4 and connections and HSS 5x5x3/16 connections. 12 Sht. 52.2.1 Submit calculations and details it ~r framing 106.1.1 Detail 1/52.2,1 grids 2 to -2 from D to E. 13 Sht. S2.2.1 Submit calculations for expansion and Detail 1/52.2.1 shrinkage on grid -2.0 for full length member. 106.1.1 06/06/2006 TUE 18:20 FAX 503 244 0417 MILDREN DESIGN -» AFGAN ASSOC Z003/007 003/007 - 4 JOB NAME: Tigard Triangle Building CITY OF TIGARD JOB ADDRESS: 11850 SW 67th, Tigard, OR BUILDING DEPARTMENT DATE: June 1, 2006 13125 HALL BOULEVARD MCE Project No.: 060593 TIGARD, OR 97223 SHEET 2 OF 4 Tigard Building Permit BUP2006 -00206 STRUCTURAL PLAN REVIEW #1 Plans Dated 5110/06 Corr. Item Page No. Comments Code Section Made No. 14 Sht. 52.2.2 Clarify detail 14/S5.1 ( grids -3.3 and B.5 106.1.1 Detail 1/S2.2.2 and Detail 14/S5.3 © grids -31 and C. • 15 Sht. S2.2.2 Submit calculations and detail for connection 106.1.1 Detail 1/S2.2.2 @ grids -3.0 and C.7. 16 Sht. 2.3.1 Clarify detail 9/55.4 @ grids 3.2 and C and - 106.1.1 Detail 1/S2.3.1 detail 14/S5.1 @ grids -2.0 and E. 17 Sht 2.3.1 and Clarify snow load at me chanical screen. 106.1.1 Sht. 2.3.2 18 Sht. S3.2 Submit calculations for bent plate 1/8. 106.1.1 r Detail 17/S3.2 19 Sht. S3.2 Submit sheet S5.5. ~- 106.1.1 Details 16 and 17/S3.2 20 Sht. S4.1 Clarify difference between reinforcing steel 106.1.1 Detail 9/S4.1 per calculations page CF 53 and noted on detail. 21 Sht. S4.1 Clarify 4 inches of weld on 3 % inch plate. 106.1.1 Detail 13/S4.1 22 Sht. S4.1 Submit calculations for edge distance of 106.1.1 Detail 15/S4.1 embedded anchors and reinforcing on bottom plate. 23 Sht. S5.1 Clarify use of 6 inch wide face plate at 8" 106.1.1 Detail 3/S5.1 HSS or larger. 24 Sht. S5.1 Submit calculations and details for torsion 106.1.1 Detail 6/S5.1 effects on concrete panel. 25 Sht. S5.2 Submit calculations and details for torsion 106.1.1 Detail 2/S5.2 effects on concrete panel, 26 Sht. S5.2 Clarify use of 5 inch face plate at HSS 8x8. 106.1.1 Detail 5/S5.2 27 Sht. 85.2 Clarify 3/8x4x1' -0" plate and typical weld at 106.1.1 l Detail 16/S5.2 each end. 06/06/2006 TUE 18:20 FAX 503 244 0417 MILDREN DESIGN 444 AFGAN ASSOC a002/007 JOB NAME: Tigard Triangle Building ° �� CITY OF Tl JOB ADDRESS: 11850 SW 67th, Tigard, OR �� GART DATE: June 1, 2006 o ''0\ BUILDING DEPARTMENT MCE Project No,: 060593 P a o 13125 HALL BOULEVARD �, pF /O\.. , TIGARD, OR 97223 SHEET 3 OF 4 c -'" Tigard Building Permit BUP2006 -00206 STRUCTURAL PLAN REVIEW #1 Plans Dated 5110106 Corr. Item Page No. Comments e Made No. Code Section 28 Sht, S5.3 Submit calculations and details for weld on 106.1.1 Details 1/85.3 and knife plate to embedded plate. 3/S5.3 29 Sht. S5.3 Submit calculations and details for bearing 106.1.1 Detail 2/S5.3 plate and vertical plates with welds, 30 '" — — Sht. S5.3 Submit calculations for headed stud anchor 106.1.1 Detail 4/S5.3 combination 31 Sht. S5.3 Submit calculations for headed 106.1.1 Detail 5/S5.3 stud /reinforcing steel anchors. 32 Sht, S5.3 Submit calculations and details for 106,11 Detail 12/S5.3 mechanical screen including height. 33 Sht_ S5.3 Submit calculations and details for weld on 106.1.1 Detail 18/S5.3 knife plate to embedded plate. 34 Sht. S5.3 Submit calculations and details for 106.1.1 Detail 19/S5.3 embedded plate. 3 5 Sht. S5.3 Clarify weld at W12x26. Detail 20/S5.3 106.1.1 36 Calculations Submit calculations for 10 PSF snow load 106.11 RFI with mechanical screen. 37 Calculations Li , L4, Submit calculations for lateral with brick d 106.1.1 P56, P57, P64 and and load distribution which agree with P71 _ applied loads. 38 Special Inspection Special inspection is required for concrete, 1704 welding, reinforcing steel, bolting, welded 1705 studs, embed plates, bolts in concrete, 1707 masonry, soils, structural steel fabrication 1708 and erection, adhesive and expansion anchor installation, 39 Structural Observation Structural observation is required for 1709 concrete foundation, retaining walls, reinforcing steel . in tilt -up panels, before concrete placement at second floor, placement of floor joist and girders and roof deck weldin!. • UlS /UU /ZUUIi 11.1h 16:2U FAA 5U:3 244 0417 BULL/HEN DESIGN 444 AFGAN ASSOC X001/007 JOB NAME: Tigard Triangle Building JOB ADDRESS; 11850 SW 67th, Tigard, OR CITY OF TIGARD DATE; June 1, 2006 BUILDING DEPARTMENT MCE Project No.: 060593 13125 HALL BOULEVARD TIGARD, OR 97223 • SHEET 4 OF 4 Tigard Building Permit BUP2006 -00206 STRUCTURAL` PLAN REVIEW #1 Plans Dated 5/10/06 Corr. Item Page No. — Comments Made No. Code Section 40 General Submit one set of reinforcing steel shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the Cit of Ti and before placement 41 General Submit one set of steel open -web joist and girders shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 42 General Submit one set o f light gage metal framing shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Ti and before lacement. , General Submit one set of steel decking shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the Cit of Tigard before placement_ 44 General Submit one set of stair framing shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 45 General Submit one set of miscellaneous steel shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the Cit of Ti. and before • lacement. 46 General Submit one set of electrical and mechanical component anchorage, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement 47 General Approved resolution of the above items shall be incorporated into submittal plans before a permit will be issued. Submit four (4) sets of _ _ revised plans to the city of Tigard. R ECEIVED JUL 2 6 2006 CITY OF BUILDING T I GARS D IVISION Item 1 1 — T c_,L.o sa. ice, = 3 G5= ( r = (.14) G71) _ 40 CS . ( . -(' -8) ( .i) • . /o (N/ VI 0 4 (- ' ( • -..-..s-- ( '7-I /3 '' ' Z4 ;- 5 . L://1 i & b v V S D V. • I; ti r r . - ( 7 ) t e ' l / 04' n ,, 61,56 Ir 12,5 j ,, a //„ip .. .\c 7 \ 1 l USES - c.... ("' ( 3• 617)/z.)..2.: •00 ,s t , ,. As F- , /(ii,i) ( ;7., 6 Z" /) / G c7,m /3 . /el Y (c —7: /0t/ �- -`: 7 0 7/ \> 4 7 .FGHAN ASSOCIATES, INC. BY DATE J /Vt/� V CONSULTING ENGINEERS `�/ // 6960 S.W. YARNS ST., SUITE 200 JOB NO, TIGARD, OREGON 97223 (503) 620-3030, FAX 620 -5539 SHEET) / , (- e f cd-ta -q9 1 q Sq /*/ ' 0 ... I :,1) f.. I r , 0 , .,\ 7 .... , / ' - V t y \ 1 • . ....- I 4.--•' 2 I c 1/44 — — a$ rr ' 1 7(L f ) 1 . 81) L — t• y'r D ..-- ( • 0 I E' '''') '- P •-- ( ( 1 - " ) 5: /7,41N) — 7, - - - --- o- k.-- Nd ' ( 3 =- i /1"4 2 0 ‘-' * ( °4' ) ff lilr' ..........B.eiOMOM.................... 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VARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 (503) 620-3030, FAX 620-5539 SHEE1 z ro co (g) E 1 M■ol i` 7;-; a"r Ze o X e /-zt i lri %✓9' t/.%r //; o //3 = //. b . 01-‘61 n et, gej1i -d C-04/ C1--;-74 /V rrr / #c- 4 /e ft' i ° a A7u /a/ Ea r"171 � re 5B / / /4a Good 7. 6 x N D l � /rna / /- � e (o, � Goo d , 7 Z @ . f� / U 1--i mote / 6 a c = /� 0 S-eif'm/ c- 4 e O. e -742 s. a!vcc-5 b y 6 /8, e /7, 5 f /z. _ ¢ c7 g (r = 5,0 3 _ ('< / - 6,6� �/G 12-14 = /D, /q lG(� 44/ 1 - / * uSe / - /LT = 2, 60 i--/f Ayr = 1-71 /j4,A= / ?,Z9 /, ly = l// /2 — 6, 54 /4-t1 // -- //, o r use (O. j l�q = ti se 7.D g /, 07 /� / /Z = / k- /1 GRAN ASSOCIATES, INC. T /6 APP BY / DATE 0 CONSULTING ENGINEERS / L . j) ` / cos NO �✓ Z �� 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620-3030. FAX 620-5539 SHEET F-1 OF 1 1 • b - / " � _ / , 9 "" - 2'- . y = /3 r ' Z r(� /-5 7 . ,67 /4 1 7 & / o'a , 16.b We1 � s = 3r)(2•9/P(/ gf. 4Ge- 0 5 /;c0,,, _ , reduce load J /051/7 , /o P/7 1•) #¢ OGrs r.'6 4Z. r o.C. at ci S /a4 Aa s 5-¢ rr r ,� r ear vn /' s � �✓_ iii N // o /e : (,dull A IL 4 ri S � Q / 5o i amt7v, °/ (Ze kilre 7�e nhp r -Pry r"e u// ;A (y 0t /r 7 /2 b oSe t. k?�C r r" ha�f4/i‘// iS n2 Al / / 177 / 1` 7 C'ro. vi -,y („-n n a oN Ii 1.1 / [a (/ esk ovo ; wwon = o ' X / -3 6 8 / p/ Wbr;e-k - 3//0 4 p - /4'1 wpo,,,e/ = '3/(0 x- f/6 � ?6 / // = 3 l-5 / , , lN,, ; = 9 / C? l w' � well d,` k.2w ; w / : ¢,Or x / _ 776p -ter re y loo. S✓rntr ry 1HAN ASSOCIATES, INC. 7"/ 6 /2 T - /A /V G BY DATE 0 CONSULTING ENGINEERS /i, L - . ' ,G 4. / JOB NO 6960 S.W. YARNS ST., SUITE 200 {� TIGARD, OREGON 97223 SHEET r e- (503) 620 -3030, FAX 620 -5539 OF l - r L -tA. (1 Vf,( ;: . \16 l,►‘'A-tCA 4) 0-4V OK t o d S\ -t2ri -W.O I •47,.d $ --( 'Ally ? c - { 4-. : - k‘ 1 . 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C. / = (8.0' (A J S = 6 7, 1711/1 g e 8 d _/ uS •e q �� r _ � , ✓ � r SA-a r -- �e-I'' /D a� G J N - ;-.6/'aN am fr o 4; 44 d 4//0 S - h ea ooCps 37.1 ps/ 0 ./ ,3c OA/ / a C iv Ger , 7 @ - 4IkS7L Co N • -4'vvS sc-Az_ d_ Lc_d : C G� c - 13 , 77 , 941 2 , lL( v4 = 4.32 F orTOm 6 . o 5 /G-( E ' gor -7-0m = 6.67 /4 -( 1/14 = 8.5 7/( y t who 17 // A /'e. /$ p ,31/\/ Z or4.f C /2os5'/'ve) = aric..2 — 4 2 Q ?GHAN ASSOCIATES, INC. 7�/ G P N G L6 6Y DATE C CONSULTING ENGINEERS L -/) / JOB NO 6960 IGA S.W.SUITE200 �� 2, OREGON 97N 96203 (503) SHEET / OF (503) 620•3030, FAX 620 -5539 `1 1 ; /Le ?' F.-ec 7 /- ri n _ 1. k Z, 4.0 /rte / 3, 6 o A-1 b /?-e q 0 /Les - a n ce. / 9 x ‘(.75 _ /Le re:1 /2-es/'5 7 Z-6i/ice - /, 9 x 6.69 /4-( _ /D. 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VARNS ST., SUITE 200 Q') T OREGON 97223 SHEET F -50F �� ' �/ (503) 03) 62 620 -3030, FAX 620-5539 % /2 e5 -1-ra e (oo.ols rv/ _ 7 5 65 )( 7 .5)0 379 ?I7 ; g @ C e T= //. 0 (4-0( 5)0/) ((/3) = 8 07 p ( s; / ` Z Q cL e _ /13(419)(5)00)C/3)— v o'/27 C' / = 6 Op(/ - 37 Cp 1 = 2 75 p/ (3' r-e9 Cd) d @ C ` ¢,6 D p// - 6 O7/9( ' 3p(. C req'd) a a b = 26O // - /4-oz p /f- _ it rap/A C55 o ac - 77 I P t3.B' ( 01) IA6 5/,' d- ;, , /Zes;s4r) ce -- ?O k ‘,:z:57 1 9s1 x /76 p/7 s e ' Q -0/u l/ r a d e is r e %/. c_ q // r - e czc_ro 5 S' 7 of / 7os L e u/-Al/ -% w ( c / 6 c _ 5 @ 5 0 vh c/ S o . , - 04 /t' ? - ee /e -o/ 4 Se c_ re 5o vrf, 2nd "� / o on! S No, -M--c' oc h u1 U = /,6 Cl,9 = 0 7 c?0 5 . 0 . 9 . o p �•� FGHAN ASSOCIATES, INC. r/ G A-- / BY�� DATE -3 44 CONSULTING ENGINEERS Cj V / ( /j / /� G / JOB NO 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET OF Title : Job # Dsgnr: Date: 4:09PM, 6 MAR 06 Description : Scope : Rev: 560100 User. KW- 0604904,Ver5.6.1,25- Oct -2002 Cantilevered Retaining Wall Design Page 1 .\ (c)1963.2002 ENERCALC Engineering Software Description • Criteria Soil Data Footing Strengths & Dimensions Retained Height = 18.00 ft Allow Soil Bearing = 3,000.0 psf ft = 4,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 3.00 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 _ Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 T eel Width 2.75 Total Footing Width = 12.75 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = - 28.00 in FootingllSofl Friction = 0.350 Wind on Stem . = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in © Btm.= 3.00 in Design Summary , Construction Top Stem Total Bearing,:: Stem OK Load 26 981 Ibs Design height ft = 0.00 ...resultant ecc. = 7.81 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 2,765 psf OK Thickness = 15.50 S ss Rebar S Soil Pressure @ Heel = 1,468 psf OK ize = # 8 Rebar Spacing = 7.75 Allowable = 3,000 psi Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 3,577 psf fb /FB + fa /Fa = 0.993 ACI Factored @ Heel = 1,899 psf Total Force @ Section Ibs= 11,016.0 Footing Shear @ Toe = 9.6 psi OK Moment....Actual ft-#= 66,096.0 !' Footing Shear @ Heel = 105.7 psi OK Moment Allowable = 66,592.9 Allowable = 107.5 psi Shear Actual psi = 70.6 Wall Stability Ratios Overturning = 3.76 OK Shear Allowable psi = 107.5 Sliding = 1.26 Ratio < 1.5! Bar Develop ABOVE Ht. in = 37.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 13.17 • Lateral Sliding Force = 8,268.9 lbs Wall Weight = 187.3 less 100% Passive Force= - 1,003.5 lbs Rebar Depth 'd' in = 13.00 less 100% Friction Force= - 9,443.4 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = Fs psi = ....for 1.5:1 Stability = 1,956.4 lbs NG Solid Grouting = Footing Design Results Special Inspection Modular Ratio 'n' - Toe Heel Short Term Factor = • Factored Pressure = 3,577 1,899 psf Equiv. Solid Thick. = Mu' : Upward = 15,503 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 2,552 0 ft-# Concrete Data Mu: Design = 12,952 66,096 ft-# fc psi = 4,000.0 Actual 1 -Way Shear = 9.61 105.69 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 107.52 107.52 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 8 @ 10.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 8 © 10.00 in Heel: #4© 3.00 in, #5© 4.75 in, #6@ 6.75 in, #7@ 9.00 in, #8@ 11.75 in, #9@ 15.00 Key Reinforcing = None Spec'd Key: No key defined Title : Job # Dsgnr: Date: 4:09PM, 6 MAR 06 Description : Scope : Rev: 560100 L User: KW- 0604904, Ver 5.6.1,25- Oct -2002 Cantilevered Retaining Wall Design Page 2 1 (0)1983 -2002 ENERCALC Engineering Software Description Summary of Overturning & Resisting Forces & Moments 4 OVERTURNING .RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft -# Heel Active Pressure = 8,268.9 6.78 56,044.7 Soil Over Heel = 16,747.5 8.52 142,702.7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 165.0 1.50 247.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 3,558.5 3.65 12,973.8 Total = 8,268.9 O.T.M. = 56,044.7 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.76 Footing Weight = 4,462.5 6.38 28,448.3 Vertical Loads used for Soil Pressure = 26,981.2 lbs Key Weight = Vert. Component = 2,047.7 12.75 26,108.5 Vertical component of active pressure used for soil pressure Total = 26,981.2 lbs R.M.= 210,480.7 Title : Job # Dsgnr: Date: 2:22PM, 6 MAR 06 Description : Scope : L Rev: 560100 User: KW- 0604904,Ver 5.6.1, 25 -Oct -2002 Cantilevered Retaining Wall Design Page 1 (c)1983 -2002 ENERCALC Engineering Software Description Criteria Soil Data Footing Strengths & Dimensions Retained Height = 14.50 ft Allow Soil Bearing = 3,000.0 psf fc = 4,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min As % 0.0014 Heel Active Pressure = 40.0 Toe Width = 1.83 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 9.08 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Width = 10.91 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 24.00 in FootingllSoll Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary Stem Construction r Top Stem Stern OK Total Bearing Load = 20,047 lbs Design height ft = 0.00 ...resultant ecc. = 7.37 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 2,458 psf OK Thickn = 15.50 Rebar Size = # 7 Soil Pressure @ Heel = 1,217 psf OK _ Allowable = 3,000 psf Rebar Spacing - 11.75 Soil Pressure Less Than Allowable Rebar Placed at = Edge Da ACI Factored @ Toe = 3,210 psf Design Data ACI Factored @ Heel = 1,589 psi /FB +fa /Fa = - 0.994 Total Force @ Section lbs = 7,148.5 0 Footing Shear @ Toe = 1.3 psi OK Moment....Actual ft-# = 34,551.1 Footing Shear @ Heel = 93.3 psi OK Moment Allowable = 34,773.0 Allowable = 107.5 psi Shear Actual psi = 45.6 Wall Stability Ratios Overturning = 4.24 OK Shear Allowable psi = 107.5 Sliding = 1.25 Ratio < 1.5! Bar Develop ABOVE Ht. in = 32.37 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 11.54 Lateral Sliding Force = 5,445.0 lbs Wall Weight = 187.3 less 100% Passive Force= - 781.3 lbs Rebar Depth 'd' in = 13.06 less 100% Friction Force= - 6,014.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = ....for 1.5 : 1 Stability = 1,372.0 lbs NG S psi = Solid Grouting = Footing Design Results Special Inspection = Modular Ratio 'n' _ Toe Heel Short Term Factor = Factored Pressure = 3,210 1,589 psf Equiv. Solid Thick. = Mu' : Upward = 5,223 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 832 0 ft-# Concrete Data Mu: Design = 4,391 34,551 ft-# fc psi = 4,000.0 Actual 1 -Way Shear = 1.34 93.31 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 107.52 107.52 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 7 © 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 7 @ 12.00 in Heel: #4@ 5.00 in, #5© 7.50 in, #6© 10.50 in, #7@ 14.50 in, #8@ 19.00 in, #9@ 24. Key Reinforcing = None Spec'd Key: No key defined Title : Job # Dsgnr: Date: 2:22PM, 6 MAR 06 Description : Scope : Rev: 560100 User: KW- 0604904, Ver5.6.1, 25 -001 -2002 Cantilevered Retaining Wall Design Page 2 01983.2002 ENERCALC Engineering Software Description Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 5,445.0 5.50 29,947.5 Soil Over Heel = 12,422.4 7.02 87,153.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load © Stem Above Soil = Soil Over Toe = 100.7 0.92 92.1 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 2,903.0 2.48 7,187.4 Total = 5,445.0 O.T.M. = 29,947.5 Earth @ Stem Transitions= Resisting /Overturning Ratio = 4.24 Footing Weight = 3,273.0 5.46 17,854.1 Vertical Loads used for Soil Pressure = 20,047.5 lbs Key Weight = Vert. Component = 1,348.4 10.91 14,711.2 Vertical component of active pressure used for soil pressure Total = 20,047.5 lbs R.M.= 126,998.2 VC 11 Title : Job # Dsgnr: Date: 3:58PM, 6 MAR 06 Description : Scope : Rev. 560100 User: Kw -0604904, Cer5.6.1, 25 -001-2002 Cantilevered Retaining Wall Design Page 1 r 1401983-2002 ENERCALC Engineering Software Description Criteria Soil Data I Footing Strengths & Dimensions , Retained Height = 14.50 ft Allow Soil Bearing = 3,000.0 psf fc = 4,000 psi Fy = ( 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 1.83 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Heel Width = 9.58 Total Footing Width = 9.58 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 20.00 in FootingliSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary Stem Construction • Top Stem : Stem OK Total Bearing Load = 16,994 lbs Design height ft = 0.00 ...resultant ecc. = 9.18 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 2,624 psf OK Thickness = 15.50 S ss Soil Pressure @ Heel = 924 psf OK Rebar Size # 7 Allowable = 3,000 Rebar Spacing = 11.25 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored © Toe = 3,393 psf fb /FB + fa /Fa = 0.953 ACI Factored @ Heel = 1,195 psf Total Force @ Section Ibs= 7,148.5 Footing Shear @ Toe = 6.7 psi OK Moment....Actual ft-# = 34,551.1 Footing Shear @ Heel = 95.4 psi OK Moment Allowable = 36,260.6 Allowable = 107.5 psi Shear Actual psi = 45.6 Wall Stability Ratios Overturning = 3.43 OK Shear Allowable psi = 107.5 Sliding = 1.25 Ratio < 1.5! Bar Develop ABOVE Ht. in = 32.37 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 11.05 Lateral Sliding Force = 5,227.2 lbs Wall Weight = 187.3 less 100% Passive Force= - 586.8 lbs Rebar Depth 'd' in = 13.06 less 100% Friction Force= - 5,948,0 lbs Masonry Data psi = fm Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5 : 1 Stability = 1,306.1 lbs NG Solid Grouting = Footing Design Results Special Inspection = Modular Ration' = Toe Heel Short Term Factor = Factored Pressure = 3,393 1,195 psf Equiv. Solid Thick. = Mu' : Upward = 5,448 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 715 0 ft-# Concrete Data Mu: Design = 4,733 34,551 ft-# fc psi = 4,000.0 Actual 1 -Way Shear = 6.70 95.37 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 107.52 107.52 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 7 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 7 @ 12.00 in Heel: #4@ 4.00 in, #5@ 6.00 in, #6@ 8.50 in, #7@ 11.50 in, #8@ 15.00 in, #9@ 19.0 Key Reinforcing = None Spec'd Key: No key defined Title : Job # Dsgnr: Date: 3 :58PM, 6 MAR 06 Description : Scope : L Rev: 560100 lk.lser: Cantilevered Retaining Wall Design Page 2 (c)1983 -2002 ENERCALC Engineering Software t Description _Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-it Heel Active Pressure = 5,227.2 5.39 28,168.9 Soil Over Heel = 10,301.0 6.35 65,420.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 100.7 0.92 92.1 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 2,903.0 2.48 7,187.4 Total = 5,227.2 O.T.M. = 28,168.9 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.43 Footing Weight = 2,395.0 4.79 11,472.0 Vertical Loads used for Soil Pressure = 16,994.2 lbs Key Weight = Vert. Component = 1,294.5 9.58 12,401.1 Vertical component of active pressure used for soil pressure Total = 16,994.2 lbs R.M.= 96,572.8 Title : Job # Dsgnr: Date: 1:04PM, 6 MAR 06 Description : Scope : Rev: 560100 User :KW -0604904,Ver5.61,25-od-2002 Cantilevered Retaining Wall Design Page 1 1 (c)1983 -2002 ENERCALC Engineering Software Description Criteria Soil Data Footing Strengths & Dimensions Retained Height = 11.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 1.83 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 H Heel eight of Soil over Toe = 6.00 in Passive Pressure = 250.0 To a Width = 7.33 Total Footing Width = 7.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft = Footing Thickness = 16.00 in FootingllSoll Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary Stem Construction Top Stem Stem OK • Total Bearing Load = 9,660 lbs Design height ft= 0.00 • ...resultant ecc. = 5.90 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,848 psf OK Thickness = 15.56 Soil Pressure @ Heel = 788 psf OK Rebar Size = # 6 Allowable Rebar Spacing = 12.00 llowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,385 psf fb /FB + fa /Fa = 0.596 ACI Factored @ Heel = 1,017 psf Total Force @ Section lbs = 4,114.0 Footing Shear @ Toe = 10.3 psi OK Moment....Actual ft-#= 15,084.7 Footing Shear @ Heel = 63.9 psi OK Moment Allowable = 25,345.0 Allowable = 93.1 psi Shear Actual psi = 26.1 Wall Stability Ratios Shear Allowable si = 107.5 Overturning = 3.45 OK p Sliding = 1.25 Ratio < 1.5! Bar Develop ABOVE Ht. in = 22.20 Sliding Caics (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.77 Lateral Sliding Force = 3,042.2 lbs Wall Weight = 187.3 less 100% Passive Force= - 420.1 lbs Rebar Depth 'd' in = 13.13 less 100% Friction Force= - 3,380.9 lbs Masonry Data psi - Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5 : 1 Stability = 762.3 lbs NG Solid Grouting = Footing Design Results Special Inspection = ,.. ., ... Modular Ratio 'n' _ Toe Heel Short Term Factor = Factored Pressure = 2,385 1,017 psf Equiv. Solid Thick. = Mu' : Upward = 3,803 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 598 0 ft-# Concrete Data Mu: Design = 3,206 15,085 ft-# fc psi = 4,000.0 Actual 1 -Way Shear = 10.27 63.92 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 5 @ 12.00 in Heel: #4@ 6.75 in, #5@ 10.25 in, #6@ 14.50 in, #7@ 20.00 in, #8@ 26.25 in, #9@ 33 Key Reinforcing = None Spec'd Key: No key defined � � 2 'I a i l ` II Title : Job # Dsgnr: Date: 1:04PM, 6 MAR 06 Description : Scope : Rev: 560100 User. KW- 0604904,Cer5.6.1, 25 -0ci -2002 Cantilevered Retaining Wall Design Page 2 1 (c)1983 -2002 ENERCALC Engineering Software Description Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,042.2 4.11 12,506.9 Soil Over Heel = 5,092.1 5.23 26,610.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 100.7 0.92 92.1 SeismicLoad = Surcharge Over Toe = Stem Weights) = 2,247.5 2.48 5,564.4 Total = 3,042.2 O.T.M. = 12,506.9 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.45 Footing Weight = 1,466.0 3.67 5,372.9 Vertical Loads used for Soil Pressure = 9,659.6 lbs Key Weight = Vert. Component = 753.4 7.33 5,522.3 Vertical component of active pressure used for soil pressure Total = 9,659.6 lbs R.M.= 43,162.1 fVkl Title : Job # Dsgnr: Date: 12:53PM, 6 MAR 06 Description : Scope : Rev: 560100 1 User: e,2o2 Cantilevered Retaining Wall Design Page 1 (c)1963 -2002 3- 2002 ENERC ENERCALCLC Engineering Software Description Criteria Soil Data ;I Footing Strengths & Dimensions Retained . Height = 7.50 ft Allow Soil Bearing = 3,000.0 psf ft 3,000 psi F g p Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 1.83 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 3.17 Height of Soil over Toe = 0.00 In Passive Pressure = 250.0 Total Footing Width = 5.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = - 14.00 in FootingilSoil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary 4 Stem Construction Top Stem Stern OK - Total Bearing Load = 4,389 lbs Design height ft = 0.00 ...resultant ecc. = 2.81 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,125 psf OK Thickness = 15.50 S ss Soil Pressure @ Heel = 631 psf OK Rebar Size = # 8 A Rebar Spacing = 8.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,441 psf fb /FB + fa /Fa = 0.074 ACI Factored @ Heel = 808 psf Total Force @ Section lbs = 1,912.5 Footing Shear @ Toe = 8.6 psi OK Moment....Actual ft-#= 4,781.3 Footing Shear @ Heel = 25.9 psi OK Moment Allowable = 64,662.2 Allowable = 93.1 psi Shear Actual psi = 12.3 Wall Stability Ratios Overturning = 3.29 OK Shear Allowable psi = 107.5 Sliding = 1.14 Ratio < 1.5! Bar Develop ABOVE Ht. in = 37.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 8.00 Lateral Sliding Force = 1,502.2 lbs Wall Weight = 187.3 less 100% Passive Force= - 170.1 lbs Rebar Depth 'd' in = 13.00 less 100% Friction Force= - 1,536.0 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = Fs psi = ....for 1.5:1 Stability = 547.2 lbs NG Solid Grouting = Footing Special Inspection = ting Design Results o Modular Ratio 'n' _ - Toe Heel Short Term Factor = Factored Pressure = 1,441 808 psf Equiv. Solid Thick. = Mu' : Upward = 2,284 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 410 3,658 ft-# Concrete Data Mu: Design = 1,874 3,658 ft-# fc psi = 4,000.0 Actual 1 -Way Shear = 8.61 25.89 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: #4@ 13.75 in, #5@ 21.25 in, #6@ 30.00 in, #7@ 41.00 in, #8@ 48.25 in, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title : Job # Dsgnr: Date: 12:53PM, 6 MAR 06 Description : Scope : R 560100 Usorev: : KW- 0604904, Ver5.6.1, 25- Oct -2002 Cantilevered Retaining Wall Design Page 2 r (c)1983 -2002 ENERCALC Engineering Software Description Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,502.2 2.89 4,339.8 Soil Over Heel = 1,549.6 4.06 6,292.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,592.0 2.48 3,941.5 Total = 1,502.2 O.T.M. = 4,339.8 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.29 Footing Weight = 875.0 2.50 2,187.5 Vertical Loads used for Soil Pressure = 4,388.6 lbs Key Weight = Vert. Component = 372.0 5.00 1,860.1 Vertical component of active pressure used for soil pressure Total = 4,388.6 lbs R.M.= 14,281.8 'eV-- t l wiNJ rif ' 1' 1V' Lr1LS 13 i V N.M Steel v9.0 Steve Young RAM DataBase: A0522401 R32 04/07/06 09:09:30 11'1rEfJ`1.471CwA1 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: SECOND r- ., $i 'sa ❑ m \ n. • • � ... .... ...... ..._ .- .B - . 'S0 s '- - s __..psi. • X 32 . it / ' - m \.,0. \ O N 1 .. • c..5 : - - r, 55� 1.1.,..., L w w = � _,... m / 1 43 . O`,' _ .... ................. _.......... .... _. ....... h m -o C 3 w' I $ is a \ N/ s � 's T \ �5 / s • .P \. " h N : 517 4 J - I . 'O N U t.2 A I a S 30 7 / / o o o °, o a m \ c "2 5{i i i y � 4 o s1 l I o : � 99 \ vb • ' __.:. .. .. ......... 3 v6 /. h � .. ... ....,, . .... .......... f gi � o -' // S .... ..... .. ... ....._ . ............,. • 493 \ 5 6 { • 2 R Q, a9i 49e d s ▪ s . 0 � m \ 6 N w 5 49 S B 4. m • h iW • _ - -N .. .. ... .. .. .... .., .. � E' �.. • I-, .. N.... �.... .. , - .'�Y> . . { ry 257 . m .n m a A ' A rn o o .• .. .. ........._....... ....._... ................ • n - / N ' o c o o w 387 o. ; m m • ... • / ' i L 1 • 0 428 / 1g n 5D A • eVS Gravity Beam Design F R AM S teel v 9.0 Steve Y oung RAM DataBase: A0522401R32 04/07/06 09:09:30 I UEHNAT};)NAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: SECOND Beam Number = 143 SPAN INFORMATION (ft): I -End (49.17,81.75) J -End (66.24,87.96) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 18.17 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 4.00 4.00 Decking Orientation parallel parallel Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 33.25 Y bar(in) = 18.01 Seff (in3) = 108.73 Str (in3) = 123.89 leff (in4) = 1733.67 Itr (in4) = 2231.01 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) q = 13.3 # of studs: Full = 34 Partial = 10 Actual = 14 Number of Stud Rows = 1 Percent of Full Composite Action = 41.18 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 9.083 12.88 9.85 12.12 0.0 0.00 0.00 0.0 0.00 0.0 7.58 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.042 0.032 0.040 0.0% Red 0.025 18.166 0.042 0.032 0.040 0.025 SHEAR: Max V (DL +LL) = 13.25 kips fv = 1.91 ksi Fv = 18.99 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb Center PreCmp+ 81.5 9.1 9.1 1.75 11.99 30.00 11.99 28.85 Max + 117.0 9.1 - -- - -- Mmax /Seff 12.91 33.00 - -- - -- Mconst /Sx +Mpost /Seff 14.60 45.00 - -- - -- Controlling 81.5 9.1 9.1 1.75 - -- - -- 11.99 28.85 fc (ksi) = 0.39 Fc = 1.80 REACTIONS (kips): Left Right Initial reaction 9.24 9.24 DL reaction 6.83 6.83 Max +LL reaction 6.42 6.42 Max +total reaction 13.25 13.25 Vil'?A Vim Gravity Beam Design RAM Steel v9.0 Page 2/2 Steve Young RAig DataBase: A0522401R32 04/07/06 09:09:30 INTERNATIONAL Building Code: IBC Steel Code: ASD 9th Ed. DEFLECTIONS: Initial load (in) at 9.08 ft = -0.090 L/D = 2416 Live load (in) at 9.08 ft = -0.054 L/D = 4038 Post Comp load (in) at 9.08 ft = -0.067 L/D = 3230 Net Total load (in) at 9.08 ft = -0.158 L/D = 1382 FM Gravity Beam Design RAM Steel v9.0 Steve Young RAIN DataBase: A0522401R32 04/07/06 09:09:30 "ERNATK)U+L Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: SECOND Beam Number = 165 SPAN INFORMATION (ft): I -End (90.76,95.04) J -End (108.02,74.48) Beam Size (User Selected) = W18X40 Fy = 50.0 ksi Total Beam Length (ft) = 26.84 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 70.26 Y bar(in) = 17.55 Seff (in3) = 96.08 Str (in3) = 111.86 Ieff (in4) = 1472.77 Itr (in4) = 1963.30 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) q = 10.0 # of studs: Max = 52 Partial = 16 Actual = 24 Number of Stud Rows = 1 Percent of Full Composite Action = 40.57 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.564 0.432 0.531 0.0% Red 0.332 26.843 0.564 0.432 0.531 0.332 SHEAR: Max V (DL +LL) = 14.70 kips fv = 2.61 ksi Fv = 20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center PreCmp+ 68.8 13.4 0.0 1.00 12.07 33.00 12.07 33.00 Max + 98.7 13.4 - -- - -- Mmax /Seff 12.32 33.00 - -- - -- Mconst /Sx +Mpost /Seff 14.29 45.00 - -- - -- Controlling 98.7 13.4 - -- - -- 12.32 33.00 - -- - -- fc (ksi) = 0.27 Fc = 1.80 REACTIONS (kips): Left Right Initial reaction 10.25 10.25 DL reaction 7.57 7.57 Max +LL reaction 7.13 7.13 Max +total reaction 14.70 14.70 DEFLECTIONS: Initial load (in) at 13.42 ft = -0.284 L/D = 1134 Live load (in) at 13.42 ft = -0.145 L/D = 2217 Post Comp load (in) at 13.42 ft = -0.182 L/D = 1774 {v Net Total load (in) at 13.42 ft = -0.466 L/D = 692 ` ' �$2 FM Gravity Beam Design RAM Steel v9.0 Steve Young RANI DataBase: A0522401R32 04/07/06 09:09:30 INTERNATY_JhIAI Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: SECOND Beam Number = 350 SPAN INFORMATION (ft): I -End (38.34,111.51) J -End (49.17,81.75) Beam Size (User Selected) = W21X44 Fy = 50.0 ksi Total Beam Length (ft) = 31.67 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 145.00 145.00 f c (ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 95.00 Y bar(in) = 20.52 Seff (in3) = 117.20 Str (in3) = 135.91 Ieff (in4) = 2118.50 Itr (in4) = 2788.81 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) q = 10.0 # of studs: Max = 62 Partial = 18 Actual = 28 Number of Stud Rows = 1 Percent of Full Composite Action = 42.97 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.769 0.588 0.723 12.3% Red 0.452 31.666 0.769 0.588 0.723 0.452 SHEAR: Max V (DL +LL) = 22.21 kips fv = 3.20 ksi FIT = 18.99 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center PreCmp+ 130.3 15.8 0.0 1.00 19.17 33.00 19.17 33.00 Max + 175.8 15.8 - -- - -- Mmax /Seff 18.00 33.00 - -- - -- Mconst /Sx +Mpost /Seff 21.29 45.00 - -- - -- Controlling 130.3 15.8 0.0 1.00 19.17 33.00 - -- - -- fc (ksi) = 0.31 Fc = 1.80 REACTIONS (kips): Left Right Initial reaction 16.46 16.46 DL reaction 12.17 12.17 Max +LL reaction 10.04 10.04 Max +total reaction 22.21 22.21 DEFLECTIONS: Initial load (in) at 15.83 ft = -0.544 L/D = 699 Live load (in) at 15.83 ft = -0.234 L/D = 1627 Post Comp load (in) at 15.83 ft = -0.300 L/D = 1266 vv . .' Net Total load (in) at 15.83 ft = -0.844 L/D = 450 °� Fil Gravity Beam Design RAM Steel v9.0 Page 2/2 Steve Young RAIN DataBase: A0522401R32 04/07/06 09:09:30 INTERNATIONAL Building Code: IBC Steel Code: ASD 9th Ed. DEFLECTIONS: Initial load (in) at 11.21 ft = -0.285 L/D = 934 Live load (in) at 11.21 ft = -0.125 L/D = 2124 Post Comp load (in) at 11.21 ft = -0.157 L/D = 1699 Net Total load (in) at 11.21 ft = -0.442 L/D = 603 Gravity Beam Design El RAM Steel v9.0 Steve Young RAM DataBase: A0522401R32 04/07/06 09:09:30 INTERNATC)NAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: SECOND Beam Number = 580 SPAN INFORMATION (ft): I -End (78.98,52.97) J -End (86.64,59.40) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 10.00 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 1.107 5.98 5.63 0.0 0.00 0.00 0.0 0.00 0.0 SHEAR: Max V (DL +LL) = 10.33 kips fv = 2.75 ksi Fy = 17.89 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb Fb fb Fb Center Max + 11.4 1.1 8.9 1.75 3.57 30.00 3.57 27.60 Controlling 11.4 1.1 8.9 1.75 - -- - -- 3.57 27.60 REACTIONS (kips): Left Right DL reaction 5.32 0.66 Max +LL reaction 5.01 0.62 Max +total reaction 10.33 1.29 DEFLECTIONS: Dead load (in) at 4.25 ft = -0.008 L/D = 14535 Live load (in) at 4.25 ft = -0.008 L/D = 15443 Net Total load (in) at 4.25 ft = -0.016 L/D = 7488 'QV---- loo ri Gravity Beam Design RAM Steel v9.0 Steve Young RAM DataBase: A0522401R32 04/07/06 09:09:30 INTERNATY.NAI Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: SECOND Beam Number = 581 SPAN INFORMATION (ft): I -End (79.83,53.69) J -End (94.09,36.69) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 22.19 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 145.00 145.00 fc (ksi) 4.00 4.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formlok VERCO W3 Formlok beff (in) = 56.08 Y bar(in) = 16.28 Seff (in3) = 58.07 Str (in3) = 67.17 Ieff (in4) = 842.74 Itr (in4) = 1093.26 Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) q = 10.0 # of studs: Max = 44 Partial = 12 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 46.76 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.378 0.289 0.356 0.0% Red 0.222 22.192 0.378 0.289 0.356 0.222 2 0.000 0.047 0.036 0.044 0.0% Red 0.028 21.394 0.378 0.289 0.356 0.222 3 21.395 0.378 0.289 0.356 0.0% Red 0.222 22.192 0.285 0.218 0.268 0.168 SHEAR: Max V (DL +LL) = 14.00 kips fv = 3.73 ksi Fv = 17.89 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb Center PreCmp+ 49.8 11.6 0.0 1.00 15.56 33.00 15.56 33.00 Max + 71.5 11.6 - -- - -- Mmax /Seff 14.77 33.00 - -- - -- Mconst /Sx +Mpost /Seff 17.75 45.00 - -- - -- Controlling 49.8 11.6 0.0 1.00 15.56 33.00 - -- - -- fc (ksi) = 0.29 Fc = 1.80 REACTIONS (kips): Left Right Initial reaction 8.10 9.76 DL reaction 5.98 7.21 Max +LL reaction 5.63 6.79 Max +total reaction 11.62 14.00 � (?-21 lo E u ..i.) ...., -E 1i- W k 'k �'t'1, f °- s �,®y�, • . o vp,L up T (4-61.1,09 ,A24 t, (.4' ) W '169 - ,,o 6 440 --/ t , , ,:- L 51/ . 0 c0 )( 4 f .rAi2 _ _.= 611 ),t,A; v c2J C2x ' AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS 6960 S.W. YARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 SHEET OF r� ;#10 e (503) 620-3030, FAX 620-5539 FM Gravity Column Design RAM Steel v9.0 Steve Young RAM DataBase: A0522401R32 06/21/06 08:10:18 INTERNATIONAL Building Code: IBC Steel Code: ASD 9th Ed. Story level SECOND FLOOR, Column Line - 21.67ft - - O.00ft Fy (ksi) = 46.00 Column Size = HSS8X8X3 /8 Orientation (degrees) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 15.00 15.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 10.00 10.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 64.00 33.62 8.17 Moments Top Mx (kip -ft) 17.73 9.05 0.00 My (kip -ft) -5.63 -2.87 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (DL + LL + RF) fa (ksi) = 10.17 Fa (ksi) = 21.55 fbx (ksi) = 12.90 Fbx (ksi) = 30.36 fby (ksi) = 4.10 Fby (ksi) = 30.36 KL /Rx = 58.16 KL/Ry = 58.16 F'ex = 44.14 F'ey = 44.14 Cmx = 0.60 Cmy = 0.60 INTERACTION EQUATION fa/Fa = 0.47 Eq H1 -1: 0.472 + 0.331 + 0.105 = 0.909 Eq H1 -2: 0.369 + 0.425 + 0.135 = 0.929 � V / 1 l Opt &4 c a. 2 704 411) C , CPU) ) X11 AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS 6960 S.W. YARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET OF rim Gravity Beam Design RAM Steel v9.0 Steve Young RANI DataBase: A0522401R32 06/21/06 08:10:18 INTERNAIoNAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: SECOND Beam Number = 454 SPAN INFORMATION (ft): I -End (- 7.49, -3.09) J -End (8.10,-0.34) Beam Size (User Selected) = HSS10X4X1 /4 Fy = 46.0 ksi Total Beam Length (ft) = 15.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 7.913 1.81 1.70 0.0 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 0.0% Red 7.912 0.059 0.056 2 7.913 0.059 0.056 0.0% Red 15.834 0.000 0.000 3 0.000 0.042 0.040 0.0% Red 15.834 0.042 0.040 SHEAR: Max V (DL +LL) = 2.87 kips fv = 0.62 ksi Fv = 18.40 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange hp-ft ft ft fb Fb fb Fb Center. Max + 18.9 7.9 7.9 1.75 15.23 30.36 15.23 30.36 Controlling 18.9 7.9 7.9 1.75 15.23 30.36 - -- - -- REACTIONS (kips): Left Right DL reaction 1.48 1.48 Max +LL reaction 1.39 1.39 Max +total reaction 2.87 2.87 DEFLECTIONS: Dead load (in) at 7.92 ft = -0.172 L/D = 1105 Live load (in) at 7.92 ft = -0.162 L/D = 1174 Net Total load (in) at 7.92 ft = -0.334 L/D = 569 rim Gravity Beam Design RAM Steel v9.0 Steve Young RAM DataBase: A0522401R32 06/21/06 08:10:18 INTERNATICNJAL Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: SECOND Beam Number = 458 SPAN INFORMATION (ft): I -End (- 8.45,2.33) J -End (-7.49,-3.09) Beam Size (User Selected) = HSS5X5X3 /16 Fy = 46.0 ksi Total Beam Length (ft) = 5.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.336 0.317 0.0% Red 4.104 0.336 0.317 2 4.105 0.336 0.317 0.0% Red 5.500 0.000 0.000 3 0.000 0.000 0.000 0.0% Red 1.396 0.336 0.317 4 1.396 0.336 0.317 0.0% Red 3.778 0.336 0.317 5 3.779 0.336 0.317 0.0% Red 5.500 0.000 0.000 SHEAR: Max V (DL +LL) = 3.08 kips fv = 1.77 ksi Fv = 18.40 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip -ft ft ft fb . Fb fb Fb Center Max + 4.6 2.7 0.0 1.00 10.89 30.36 10.89 30.36 Controlling 4.6 2.7 0.0 1.00 10.89 30.36 - -- - -- REACTIONS (kips): Left Right DL reaction 1.58 1.36 Max +LL reaction 1.49 1.28 Max +total reaction 3.08 2.63 DEFLECTIONS: Dead load (in) at 2.72 ft = -0.035 L/D = 1909 Live load (in) at 2.72 ft = -0.033 L/D = 2029 Net Total load (in) at 2.72 ft = -0.067 L/D = 984 11.. ----, __, ) ) \/64, K-44444 — . _ .,_._ . 'k/tv2/ er.cisc-- kA - fcc (�L4 0, 1,91 a too ( o,SC,0 - WC) - 66 sA _____ . •13(&:2 r 4= '- 1,1. If faNYI, . , ,7 t)1!,.(v.)016)C4,0470) . .......m. a in ,.,._ _ r, , t.--- 1 7_ D—• ..„„wet, • , AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS JOB NO 6960 S.W. YARNS UITE 200 TIGARD, OREGON 97223 (503) 620-3030, FAX 620-5539 SHEET OFT V° BUILDING ONE FLOOR FRAMING: HSS 5 X 5 X 3/16 AT HSS 10 X 4 X 1/4 CONNECTION AT HSS 10 X 4 BEAM: AXIAL := 0•k LOAD CASE D+ L SHEAR := 2.5•k MOMENT := 5.in.k WELD A: CLIP ANGLE AT HSS 5 X 5 b b: =2•in d:: -= 3•in MA AM A =7in �= N= 0.571in A 2•b + d d C =2 Cy = 1.5in Cx: =b - N Cx = 1.43in Sx := b.d + d Sx = 9in J •_ (2•b + d) _ b 2 .(b + d) J = 14.3in 3 AN 12 2-b +d k k 1 1 := 0•- f1 = 0— in n SHEAR SHEAR•eb•C k f2 := A + J f2 = 0.964n tw:= 0.1875•in AXIAL SHEAR•eb•Cy k f3 := A + J f3 = 0.637n Fu := 70•ksi E := 0.707 f := 1 f f 1.155k F f.E•0.3•F Fw= 2.784k w -0.41 i n in F WELD B: CLIP ANGLE AT HSS 10 X 4 AXIAL SHEAR•eb k = A + S t1 = 0.675 in x SHEAR•e C - SHEAR + b x f2 = 0.964— = 0.1875•in A J in SHEAR SHEAR -eb-C k ^ A + J f3 = 0.994— = 70•ksi F 0.707 f:= 1 f J f1 + f2 + f3 fw = 1.54 k = f•E.0.3.F Fw = k W ..= 0. :55 in in Fw & lc v 1 (14 4,0 u o her 4 � ti • X11( I, 444A ti itual \ • JA/41'12`I1/ 4.ao An 1.1) Gr an/ 16,0- ' 9(9 / TT, 44); (2 4. T i - • .afg associates,.inc. By: Date: ENGINEERING 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 Project No.: 503.620.30301tel 503.620.55391 fax www.aaieng.com Sheet: of:M 7 . 1 y 1 4 4 ( / - - v- w &Q &{ 2 4 Sx3x-`!ti - cleft/ lei,, - - _i- ../ i- afghan_associates, inc. By: — Date: ENGINEERING 4875 SW Griffith Drive 1 Suite 3001 Beaverton, OR 1 97005 Project No.: 503.620.3030 1 tel 503.620.5539 1 fax www.aaieng.com Sheet: r of: N Tali 5 Oi 4.4 BUILDING ONE FLOOR FRAMING W12 BEAM AT BALCONY: K := 1 EFFECTIVE LENGTH FACTOR Mn L := 14•ft UNSUPPORTED BEAM LENGTH AM KL :-= K•L KL = 14 ft EFFECTIVE BEAM LENGTH LOADING: D + L + S Ax := 0•k Mz := 48.4•ft•k My := 0.00•ft•k PROPERTIES: W 12 X 26 & 7.65.in 2 bf:= 6.490•in if := 0.380 in Af:= bf•tf Af = 2.466in d := 12.22•in Iz:= 204•in ly:= 17.3•in Sz = 33.4in Sy = 5.3in Z 37.2 in Zy:= 8.17•in rz = 5.16in r = 1.5in rmin = 1.5in rr:= 1.72•in "' SRmin max((— KL 4r SRmin = 33 SLENDERNESS FACTOR IN PLANE OF BENDING l z y.. 65 bf = 9.192 = 8.539 f s 2 •tf 12•n J ksi F := 2 F = 141.09 ksi EULER STRESS DIVIDED BY FACTOR OF SAFETY 23. SRmin I 2 •n 2 •Es SRmin (1 — 2•R 12•n Cc := Cc = 107 R:— Fa := if R < 0.500, fs ^^^ 2•C 5 3 -R 3 2 — + — R 23 •SRmin 3 4 Ax := A fa = 0 ksi AXIAL STRESS Fa = 26.8ksi ALLOWABLE AXIAL STRESS Mz fbz Sz fbz = 17.4ksi BENDING STRESS Fbz = 33ksi ALLOWABLE BENDING STRESS STRONG AXIS My := Y fb = 0ksi BENDING STRESS Fb = 37.5 ksi ALLOWABLE BENDING STRESS Sy WEAK AXIS INTERACTION = 0.53 IV-221 ;i0ct • AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS 6960 S.W. VARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 SHEET y OF le (503) 620 -3030, FAX 620 -5539 Mt/Kw c&..o / 10.0 ' ;1 A < J ca.'a w \ '' I DS xb r \40 4elk'e ->›- cdeC 1 � s eT 00-A90 tt 4-eve-A4.3 cAtAX-7 IY 3 1' / tip' _ ‘ 9 t>3 I 647 tretvaMigt&MC60 V14 - 6W- 2 U17-)q- `� ,\, pa-- 604 (_7 wit" - 2 4 1 t r ; to -°G -P c,00k-WW-0 A 6 MtifrPe Writ) AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS 6960 S.W. YARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 nI � (503) 620 -3030, FAX 620 -5539 SHEET OF � BUILDING ONE FLOOR FRAMING W12 BEAM AT ENTRY: CONNECTION AT PANEL EMBED PLATE: AXIAL := 0 -k LOAD CASE D + L SHEAR := 10•k MOMENT := 0.ft.k WELD A: SHEAR TAB WELD b b := 2.5-in d := 9•in �"^ 2•b + d A = 14in N:= N = 0.446in non MA 2.b + d Cy:= d Cy = 4.5in Cx := b – N •Cx -= 2.05in d2 2 (2-b + d) b 2 .(b + d) 3 SX: =b•d+ 3 Sx= 49.5in „ J„ � = 12 2•b +d J, 169.63in k k f1 := 0.— = 0- In in SHEAR•e b C f2 SHEAR + J x f2 = 1.144 n _ tw:= 0.3125•in AXIAL SHEAR•eb•C k f3 :_ + f3 = 0.943- F := 70•ksi E := 0.707 f := 1 A J in f f 1.483- F f•E.0.3•F Fw =4.64 - w = 0.32 in in F WELD B: WELD AT EMBED PLATE d := 9-in AnA AXIAL SHEAR•eb•3 k _ + f1 = 1.481— = 0.3125•in �= 0.707 N:= 1 2•d d 2 in SHEAR f2 = 0.556— in A F A14 ,7 70•ksi. 2•d f = 1 f12 +f22 f 1.582- = f•E•0.3•Fu•tw F =4.64 k w =0.34 in in FW - 1,4t9(1 M r (Vmr Ut °'C r :1 6461, \#0W' vi) h't to 4Orbig. rn � - ve x ta7 c(I' ) : (01,0- vU ( WAY wl(1> a 6 , 0 wtv C )(16)( 4, 0"/ 1 k v _ t , t 3 9 ( ?7, a 11� 444, 31 •-)06 U11617)(,�)xte) .145 G ov l am. V AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS JOB NO 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET OF tor k M T-I ow 4.) l u4 26 p . r- : _____' -- - 't. 4,,,-(,-e`14 ; 1°% : 5, t -o ri t7` - S 7 - ll vr, ;1, 0- ___ r ''. r - -C 6)(zA J " i k bvizmY A(01 C° ° '‘L9 t I" 6 '% v ')— MY 64,44 , -r9u0 °t` Somas ", ! 61 >n 4 17 ► I + r r (a) s c )y 6t1 � t i 1 . f c Cvx') -, — — t.1 (V 64 Cxo) X 0 If, 4 '' G � ! - s \3 A- 5 o r' '�� k � ©1 — rv- \o d'� Z -6 t , a-14-,' - op 00 j ' - z"'t , A- 1 4;- kas1.O c L•t/_ -, [` O i t k i : =VO Mp r a (b) z '271) u v NV —fv ,(J) 5- _ '0` t) :' el° ( t , )67'6) - 1 7) \ \U % 11 C TV a- !— A I afg han associates, inc. By Date: ENGINEERING 4875 SW Griffith Drive I Suite 3001 Beaverton, OR 1 97005 Project No.: 503.620.3030 I tel 503.620.5539 I tax www.aaieng.com Sheet: of: SINGLE SHEAR PLATE BEAM CONNECTION: BEAM SIZE: W24 SHEAR PLATE: SHEAR ALLOWABLE ON NET SECTION T:= 21.in n = 7 NUMBER OF BOLTS n := 6 nwn db := 0.875•in DIAMETER OF BOLTS d b 1 tp := 6 in p THICKNESS OF PLATE tl .in to = 0.5 in > tp = 0.38 in 16 2 1 16 Lp := 18.in LENGTH OF PLATE L a := 2.5 -in DISTANCE TO WELD LINE P = 7.2 > 2.0 a eb := (n — 1)- 1.O.in — a eb = 2.5in Vbolt = 12.6 k SHEAR PER BOLT nSG— 5.22 COEFFICIENT PER TABLE XI OF AISC BASED ON Eb Vb := C•Vbolt Vb = 65.8k SHEAR ALLOWABLE ON NET SECTION r ( ll Vns := LLp — n• db + 1 -i / F Vns = 81 k SHEAR REACTION BASED ON PLATE SHEAR YIELD STRENGTH: Vys := Lp•tp•(0.40•Fy) V = 97k SHEAR REACTION BASED ON PLATE SINGLE SHEAR PLATE BEAM CONNECTION: BEAM SIZE: W24 WELD AT CONNECTION: ew := max[[n'(1.0).in a ]] e = 6 in ECCENTRICITY FOR WELD V := 75-k f1 _ V e 3 f1 = 4.17 k t 0.3125 in WELD THICKNESS 0.75•tp = 0.2812 in L in P 2 f2 := Vw f2 = 2.08 k E := 0.707 ROOT OPENING 2 -Lp in 2 2 k k fw — f := J f1 + f2 fw = 4.66 i � F E (0.3.70 ksi)•tw F = 4.64 in F = 1 w PLATE BENDING Vpb:= 72-k M := Vpb-ew 2 Spi := tP 6P Spi = 20.25in M fpl := S I fpi = 21333 psi 0.60•Fy = 21600 psi P BEARING CAPACITY Vb := db.tp.(1.2.F Vbrg = 137.02k BLOCK SHEAR (IF BEAM IS COPED) ,R = min((Vb Vns Vys Vw Vpb Vbrg)) R =65.8k Vb =66k Vns = 81k V = 97k V = 75k Vpb = 72k Vbr = 137 k OEM l evi Weitco — ,®,,11,9c - ei lt* k/i9.6 V C Wift! A nThI q 4( 7. b 5 Ct / 1 0 gC3K� " 9, oh s 4V t4110 tOs 0,6 alb IAA - e6, ; k /-2, CtZ 4 -*; 4ozvQt-v5 AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS JOB NO 6960 S.W. VARNS ST., SUITE 200 , TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 �^ V SHEET / OF oo 02 tO v L i/1 TEL s� pp v>z'T _ (S) L4 ( = u LL t 'c tr /5,1/c,4%.„ 2 s <0 3 ��b W = (h)(4o) _ (p W = C cp-S) (40) °j (z ) (3 ';/e?) — t� (Cv (0 t)(3 .5ti3} Z�Ic, 2 C( a �` (� 12 tL) • ?. (3 6) r t,► --- sue` 1/41" �C �C u 5� L s X • ct r.0 4} . e. NtNba 1 D 14 ( 2 C3 /e = 4 . 313 ifs 14) f 260 (4 I(2! 12► = L ) C') • I +4 use 3 ftcc, 5e (6'60) (3) (7 go e L& /a P `ro 04c � r F is rup = 110 � 95 4. a- . q„ WELDED s °rcL,L) Tzt ,e)(.6 I .95 — 103 2 AFGHAN ASSOCIATES, INC. BY ((x' DATE DATE 3 /ZO CONSULTING ENGINEERS JOB NO 6960 S.W. YARNS ST., SUITE 200 �Mq 2, OREGON 96203 (503) SHEETM )G- 3 t( 3 (503) 620 -3030, FAX 620 -5539 roD °W t 2 (n d' .0 41 104. "flay (7. , 3rd S 0 f q)/ = /3, 2 ocair kV Y /L = /a 4L /L 31, SZO A. B . ve.WE S a(f : 'SD / 270 5 /Pc d� 2 S SO /2?0 d G- .tike. r-4 b6 5 L P C �� - r .«20)( )/3 = 24$ (241)(S) 7g) 201 2496,, Fs( /Ck.s 4.2.-s .7( 4 6/. _ 61,44j - 3 et (i5CO ( 4*) j ate i ft:3)(.sf)(.6) -9 c, 0> * lit ' ; k.FGHAN ASSOCIATES, INC. BY /414 DATE CONSULTING ENGINEERS 6960 S . VARNS ST, SUITE 200 JOB NO 2, OREGON 96203 (503) 3 / (503) 620 -3030, FAX 620 -5539 SHEET/I� j 0 N N PLAN/ /zEV /EIN l rEA'1 #22. /Z- V' / E lr' of B o r ro M e it /3 .E D Per• Gg7-v /A�'o�s E _ 37.-k e = 37 k Nn c.Y ) dga DMA 4 ^ Ir • i l k %I , ¢ /y " 4Y /4 phA r S Are 5; wed of dire- 7 e s,' ; CA2aC. ; = 6o x /,o x ,3/,\ Z = 3 7,2- ? 3 ? ' 'o k CA/2 _ 7 -4 0 (12,1-0 i „ ld (,v x /, c k !,o x. 6 x VO x 000 = 1 (12,2.2) ! read = ( / S Sovo 1 (12.2.3) .0 r„ 'd > C - 1 /4 - ij L f /L- 777-Pdb = 2 ¢ 2.5 d k ireg , o7; x 8¢8,5.3 % ,. 24 s. / 7 r1 24 - - 0k AFGHAN ASSOCIATES, INC. T/ G A - / 7--- D 4- 3 LD G 1 BY4DATE b 7, b L CONSULTING ENGINEERS pea., in / T /L E V / E W - /7E44 14&Z Z¢ 6960 S.W. YARNS ST., SUITE 200 JOB NO 2 ��^^ ppp �� T OREGON 97223 C �� (503) 03) 62 620.3030, 0, FAX 620 -5539 SHEET � OF ria _/ ND's 5-7/-v (is are 5% d direc d 5, -eat' Get 3 4" x ¢ H//7 .f9 574th 5 /1.er...r /1 - 'ee edge) VGay, = 23. = 7.95 k x ,71 11 " ok AFGHAN ASSOCIATES, INC. T/ G A 4-D d- B L P G Al 1 BY DATE o7 o CONSULTING ENGINEERS P E m / -r g-6 V / E Vl/ - ( '*1 4 Z Z JOB NO 5 6960 7 SUITE 200 ��' TIGARD, OREGON 9 96203 x�1XJ- (503) 62 620 -3030, 0, FAX 620 -5539 SHEET 3 OF P e- r yv 2± I�Cnr.2 L 0.L1 Troy -n$ /e 1 Y` 3 u L4'7 YYId 12, a ` i') 5 ) 0 0 (toad e e jLA) er cL S I e ( /��•� use p S a basis D e ; I (4- (set-. ( : Mold - c e...c. (e Per r4 ( • C4 ret;d = 37 1, 0 k 60 = . 7.46 cr Cz) 4+- " 4 " Fib( i n 1 e n v ► ry t es-- C J ) e.I o WI WO c ( P 2>"� r e N . Q " — A : L z ) 11,0 l d - d>o v.s., t + 0) 9 1- c_xotrv.re C 3) 5 kea.t. S y,ppe Lo 0- L= 37- s j--e a r 0--e d 4 ( '4-.I P0(d -cfow l,o s c ! L1 '. S/- oh(- 9 if pp (le(s -- u f (1)5L a -r Go►�� 5 P-e- °dy c .nr w ' mkt - 5r-el e eath C2) (��I d -�wz�s � CI) � e ETAN ASSOCIATES, INC. T I G 4 P — P 11 4- I 6Y i DATE a 0.6 )NSULTING ENGINEERS JOB J NO r 7 � 60 S.W. VARNS ST., SUITE 200 3ARD, OREGON 97223 SHEET OF O I )3) 620.3030, FAX 620.5539 ) it , r 4S F@ - , 4•S r �.� 1- ( M �,�s= �i 3.75 lC tue.1d Cap, _ 4 (3 x 33,4' 4¢,6 F e er s 3�, ¢ y. r,r = 4 I$ k ' Q ,, c1 = 4, I� �� S • _ '0,76 4- . 6 i o lz (3) 9 43"e it) Ns = , S x 3 x , (k �O = 3 h, 2,7 r` NS - 4 "Y 1 ,4 x 4 /3 - F ¢, -k L- = 32.0 • ( 1 - - , L A- re.•W e,w r 4..4,‘o ft) V = I b �� k v (4; n••Ia± w 7(1. o VSe #' �¢ _- 1° N7 = (o -; k iF Are place, C I) Sk.o.r GON1J , @ 2.a CG► Q, d USe,�`ce = x 3 i = Z-7 6 k ' 14-, o - cIOHrN : 7� Ser c e_ (,s m, v ( r (e. sL se - Cep SGT — o C-4'" � , I _ (D , 7 l .5 (� Z z.9 — (Z l Z �� ( O.3zY4 + l /X,& _ ,6R (,33 z, 0G-- HAN ASSOCIATES, INC. T ( (2.--1 ( BY �/J/ \ DATE )NSULTING ENGINEERS BO S.W. VARNS ST., SUITE 200 JOB NO C 3)62 OREGON 97223 �3) 620-3030, FAX 620-5639 SHEET � OF a rJ ( +) 3 4 11 '#' k I CI S-{.,, o� J S F N s opi c :. w e ZI X5 cc p. Jeri = ��Z5- 4,3 -7s "- `,215' -- - vie W . 4" Cop. = a3,1 2 (i S�`' :. 0 k Y , vrot th s p a G� �` = 3 � D-c, ern.b J ; 3/8. x e'' 5Q , w /(¢) f x 4 Kato g dl � e 49 0.c., t'e..r�,\co -Q , 4 6 /� 0.c_, h.a h- tea.+ t*-�- 4- ( ' 1 . ) 58 x. 3 P 4' @ Gall €m 4 45 1 ) ( 0 1. • ` U A �.J HAN ASSOCIATES, INC. T 4 12—P 6 / BV )4DATE f D ONSULTING ENGINEERS JOB NO 360 SUITE 200 IGARD, OREGON 97223 97223 103) 620.3030, FAX 620 -5539 SHEET OF c8 cvl 4.) X 8.4 • • 32k -ft 'f12 1 1 - It a 10.4_ 1 Loads: BLC 1, TORSION Results for LC 1, TORSION Reaction units are k and k -ft Afghan Associates, June 26, 2006 Hamid afghan 4:57 PM 'p¢. c,-p FLOOR BEAM TORSION AT JOIST LOCATIONS Panel [20] OOP Floor Beam Torsio... UssAig, Yv, L` 34- a, 4 o4 -cAl`( v/vt, . -� ¶Puts � S 109-41 CoA7 07-(0-0 N--0)4L( cof Lipct*.. V - s o_.ot Q1't fkoo Z VS'6 Dr cyu;'N QCs - P (VN kfC6IX S,& , 1227 ( 1 1[1 , V t. 0 Wa r ( Z 1 / 6 (6?) 4 6„02-,t' ot 6,4; CnA q7 /100);'. v( ( ,k o6aX1)) G 4 0 '7,) 0 ,; (g&od b.Q<= � 000 A � �� t-2;45.7 vt � A FGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS - JOB NO 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 f (503) 620 -3030, FAX 620 -5539 SHEET OF 44M' r �?- k''i /1 11,14r- 4-1t ` G 4 , 27 ,v INC. AFGHAN ASSOCIATES, INC BY DATE CONSULTING ENGINEERS JOB NO 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 4 ( GIO 503) 620 -3030, FAX 620.5539 SHEET \ �/ OF `) wts o 7 GV- -t 0 121 crei vvo k-1, 6c 4-(0'1(// -Nti n ) \WVOC ki01712 ; 014 L W' 1 1 647K via4 k V ott(R v b 1/J �V AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS JOB NO 6960 S . VARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET Q 2 OF co N 0) Imo 1 ri1J1 CSI, ti boo 1 LA971, 4L' c 0004 frt 1e.0 r, 7 V o �1,A 1-'° I feel". r: !k k et i Vi �,� �� L - t 0 �ts x r G . C 4 - WA4- s fl VV 4-- cdoiYaPtAirf 4- - p µ VC, (11'0 I 1 R V I `� (�4 : 4i -- ,k0. q.i V, IV, X, ,,j& V: j ,r /14 M ' °' k -ko, _ _ ' 2 , t ).V 16" 5 - k1 v.i t/k 6,71 m9f mot,'( 6} t ppw 0 ,Gi. Nun{ AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS JOB NO 6960 S.W. SUITE 200 Qn TIGARD, OREGON 97223 97223 SHEET l �/ - OF (503) 620 -3030, FAX 620 -5539 CO N E Imo SINGLE SHEAR PLATE BEAM CONNECTION: BEAM SIZE: W24 SHEAR PLATE: SHEAR ALLOWABLE ON NET SECTION T:= 18•in AM n = 6 NUMBER OF BOLTS db := 0.875•in DIAMETER OF BOLTS db tp := 1 •in THICKNESS OF PLATE tpl := + 1 •in tpl = 0.5in > tp = 0.38 in Lp := 18-in LENGTH OF PLATE L a := 2.5•in DISTANCE TO WELD LINE p = 7.2 > 2.0 a eb: =(n- 1)•1.0•in -a eb =2.5in C- SHAPED WELD: b b:= 2.5•in d:==18•in A: =2•b +d A =23in ^ N= N= 0.27in 2•b + d d C := 2 Cy = 9in Cx: =b - N C 2.23in d2 2 (2•b + d) b + d) 3 P: =57•k Sx: =b•d+ 3 Sx =153in ,W= 12 2•b +d 899.72in k f1: =0- in P•eb•C k f2 := J f2 = 0.53 in tw := 0.3125•in P P•eb•Cy k f3 := A + J f3 = 4.6— in = 70-ksi E := 0.707 f := 1.0 f fw:= J f1 + f22 + f3 f = 4.63 k F := f•E•0.3• Fu-tw F = 4.64 k w = 1 i in F M SINGLE SHEAR PLATE BEAM CONNECTION: BEAM SIZE: W24 WELD AT CONNECTION: ew:= max[[n•(1.0)•in a]] e = 6 in ECCENTRICITY FOR WELD Vw:= 98•k nn4 V L e t 3 f1 = 4 n tom:= 0.3125•in WELD THICKNESS 0.75•tp = 0.2812 in P • f VW f2 = 2.33 k = 0.707 ROOT OPENING 2•Lp in ^^ f f = J f1 + f2 fw = 4.63 k F = E•(0.3.70•ksi) tW FW = 4.64 k — = 1 nk(ri In ^ )�`� in F PLATE BENDING Vpb:= 99•k M:= Vpb•e tp 2 Spl := 6P Sp! = 27.56in fpl := Sp! fpl = 21551 psi 0.60-Fy = 21600 psi SINGLE SHEAR PLATE BEAM CONNECTION: BEAM SIZE: W18 SHEAR PLATE: SHEAR ALLOWABLE ON NET SECTION T:= 13.625•in nm n = 4 NUMBER OF BOLTS db := 0.875•in DIAMETER OF BOLTS db tp := 6 •in THICKNESS OF PLATE to := 2 + 1 16 16 .in tpl = 0.5in > tp = 0.38in Lp := 12-in LENGTH OF PLATE L a := 2.5•in DISTANCE TO WELD LINE P = 4.8 > 2.0 a eb := max[[(n – 1).1.0.in – a all eb = 2.5in C- SHAPED WELD: b b: =3•in d: =12•in � =2•b +d A =18in = N =0.5in 2•b + d d Cy := 2 Cy =bin Cx: =b – N C =2.5in P := 32•k Sx := b•d + 2 S = 84in J _ (2.b + d) b (b + d) J = 373.5in 3 An/ 12 2•b + d k f1 := 0•- . in P•eb•Cx k f2:= f2 = 0.75- tw:= 0.25•in J in P P•eb•Cy k f3 :_ — + f3 = 3.58— A F 4 , 4% ;= 70• ksi E := 0.707 f := 1.0 A J in f W fyy:= Jf1 +f2 +f3 f =3.65k F f•E•0.3•F1•tw Fw =3.71 k = 0.98 in in F 1 SINGLE SHEAR PLATE BEAM CONNECTION: BEAM SIZE: W18 WELD AT CONNECTION: ew:= max[[n•(1.0)•in a]] ew = 4 in ECCENTRICITY FOR WELD V =50•k V 3 f1 = 4.17 k = 0.3125•in WELD THICKNESS 0.75.tp = 0.2812in P = Vw f2 = 2.08 k = 0.707 ROOT OPENING 2.Lp in Am f f $r = Jf1 +f2 fw =4.66 k ^F Jd✓ = E•(0.3.70•ksi).tw Fw =4.64 k — = 1 ^X in in Fw PLATE BENDING Vpb:= 48•k M := Vpb•e tp•Lp 2 3 Spl := 6 Sp = 9in fpl := M fpl = 21333 psi 0.60.Fy = 21600 psi S pl ill 9V 1 1 1 1 1 r • • ,1 6 ` -. e •� 8 e • i i i . . I . , I • 9 ,,. 0' `'' / x' � � I I -,.......... .O' 7 / i -6 I S I , 0 I I I I I ° I • 0 0, 10, 1 , � \ /,: ,' � � +� E J'.. •, v — __ __ L _ — i`�c` __ h_ ' ---- 1: ® it - .; � - .r :..� /�' /. •, � , ' '� • / i 1 11 ' ■ 1 I'Q 1 _ _if .- -a _7 70 1 . ..:f. .. 1 :, O ., / o / r ! b,' I i I .d O J i o1 0 1 iff < - . . Or? ; ' & ' III .41 , ,•••- • I V 0 - •'. I `� . 1 . . . . 1 / 1 1 i 0,116-.1 o d i, ; ~ - : i 5' ..83'... 1 ♦ .., — r _.�. j . / 0 r Q • r ICJ I . I I I I • i' 11 VA 561 r E '64)4 t17 a ��''�,'• M s 1v), (2 ce1 `0C &) n ti z 0_&� ,,6)� '�U (� 2-4 f t AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS JOB NO 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 SHEET OF 6 (503) 620 -3030, FAX 620 -5539 KTNA, 'W ��. l ° v - 5 - 4 9 , - Q 0 5 4 1 9 141 51 6 5 WWW5 , vt ca V 1 IBS' k i, 6 *IS 11 OCt QV- C A) b L44X-44( ) cq) (72,2 0) ✓l> AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS JOB NO 6960 S.W. VARNS ST., SUITE 200 ` TIGARD, OREGON 97223 r- (503) 620 -3030, FAX 620 -5539 SHEET OF C/ E 4) -u* 444 - , JVti 9-- J- too KOM c-Vir Wi ,et 06,14) -as 0,44(%1- ^(` - v A 690 elbC*9-1;0( , °0' n (7 ` ) ) lh LL<< s r .t) do wctemep 04747 v-A00s/Log o„,47.xc t, 5 V1R2 leot ,e7.177 s 6 6)( _ A ' C r FGHAN ASSOCIATES, INC. BY DATE °ONSULTING ENGINEERS JOB NO V. VARNS ST., SUITE 200 ), OREGON 97223 ,20 -3030, FAX 520 -5539 SHEE^' OF '�'� �+' k5(^a4C11 /tArzi,A1 tl V2Y itk`?c c - 6. ,ate 6` cgao , L J (%4-°xv2 - ) ‘,, © `,k FGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS 6960 S.W. YARNS ST., SUITE 200 JOB NO oil 6,3 TIGARD, OREGON 97223 SHb: ?__ _ (503) 620 -3030, FAX 620 -5539 _ - - . — K. ilv 14 auA , >47 Od v „t i v o t1 9 t 2 7 , ‘7u1JV . (9frubt2 M, ,• cevt' 4.6 ciumRe you 49 cry :.. ..(1. ),', Ft* d,I11 Q OLI1 - �v9,, vc _ �r� ' IAN ASSOCIATES, INC. BY DATE INSULTING ENGINEERS JOB NO D S.W. VARNS ST., SUITE 200 ARID, OREGON 97223 SHEET OF 3) 620.3030, FAX 820-5539 M 0.0 Mh-lvtAPT , VV C1 tfw. IZ t (� ; V n " 5 \Jo s 3 f," D 1\ _ 4-:0—x. cr ONA6t9 - w Us,, 1 iCL a M C e L - 'N0 Vpis2 ckti . � "tvM No d < 41," wo AFGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS JOB NO 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 D 6 (503) 620 -3030, FAX 620 -5539 SHEET re- OF litt e• Q Q.• G July 19, 2005 Pacific Northwest Properties P.O. Box 2206 Beaverton, Oregon 97075 Attention: Mr. Paul Gram Report of Geotechnical Engineering Services Tigard Triangle Commons Tigard, Oregon GeoDesign Project: PNWP -30 -02 GeoDesign, Inc. is pleased to submit our report of geotechnical engineering services for the proposed Tigard Triangle Commons in Tigard, Oregon. The development will be located at the intersection of SW 67`h Avenue and SW Clinton Street in Tigard, Oregon. T.M. Rippey Consulting Engineers provided our office with a current grading plan with the proposed building locations. Afghan Associates provided us with preliminary structural design information. Our services for this project were conducted in accordance with our proposal dated June 13, 2005. We appreciate the opportunity to be of service to Pacific Northwest Properties and the members of the design team. Please call if you have questions regarding this report. Sincerely, if Ge Design, Inc. Geor � • .unders, P.E. Princ pal Geotechnical Engineer cc: Mr. Dan Vasquez, Mildren Design Group, P.C. (two copies) Mr. Karl Koroch, T.M. Rippey Consulting Engineers (two copies) Mr. Steve Young, Afghan Associates, Inc. (one copy) SPM:GPS :kt Attachments Four copies submitted Document ID: PNWP -30 -02 -071 905 - geor.doc © 2005 GeoDesign, Inc. AU rights reserved. ; - ". - , , . r . ," w • , c— our c . , . . . . . . : . , ni....., o,:.., inn ' n_.+i -..a nn ninon ' .." cm nco "oo ' r_. cro oao onao TABLE OF CONTENTS PAGE NO. 1 .0 INTRODUCTION 1 1.1 Background 1 1.2 Project Understanding 1 2.0 PURPOSE AND SCOPE 2 3.0 SITE CONDITIONS 2 3.1 Surface Conditions 2 3.2 Subsurface Conditions 3 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 4.1 General 4 4.2 Site Preparation 5 4.3 Excavation and Shoring 7 4.4 Erosion Control 8 4.5 Structural Fill 8 4.6 Shallow Foundations 10 4.7 Floor Slabs 1 1 4.8 Fill- Induced Settlement 12 4.9 Rockery Retaining Structures 12 4.10 Conventional Retaining Structures 14 4.11 Pavement 15 4.12 Seismic Design Criteria 16 5.0 OBSERVATION OF CONSTRUCTION 1 7 6.0 LIMITATIONS 18 FIGURES Vicinity Map Figure 1 Site Plan Figure 2 Settlement Plate Detail Figure 3 APPENDICES Appendix A Field Exploration A -1 Laboratory Testing A -1 Key to Test Pit and Boring Log Symbols Table A -1 Soil Classification System and Guidelines Table A -2 Rock Classification Guidelines Table A -3 Test Pit Logs Figure A -1 Consolidation Test Results Figure A-1 2 Appendix B Previous Field Explorations by GeoDesign, Inc. B -1 Site Plan Exploration Logs Appendix C Previous Field Explorations by GeoPacific Engineering, Inc. C -1 Exploration Logs GEODESIGN? PNWP -30- 02:071 905 TABLE OF CONTENTS PAGE NO. APPENDICES continued Appendix D Rockery Wall Construction D -1 Typical Rockery Section Figure D -1 Design Calculations Acronyms GEODESIGNN PNWP -30- 02:071 905 1.0 INTRODUCTION This report presents the results of GeoDesign's geotechnical engineering evaluation of the proposed Tigard Triangle Commons to be located at the intersection of SW 67`h Avenue and SW Clinton Street in Tigard, Oregon. The site relative to surrounding physical features is shown on Figure 1. The proposed site plan is presented on Figure 2 along with our exploration locations. Definitions of all acronyms used are attached at the end of this document. 1.1 BACKGROUND GEI prepared a geotechnical engineering report for the original site on March 29, 2001. The original site comprised approximately the eastern half of the current site. Mr. Gene Mildren of Mildren Design Group, P.C. provided us with a copy of the report and a preliminary grading plan for the site. GEI's evaluation of the site included five test pit explorations. The explorations were completed with a small excavator (8 -ton Mitsubishi MS070). Two of the explorations encountered hard rock refusal at relatively shallow depths (5 to 6 feet BGS), while the remaining three were terminated (4.5 to 8 feet BGS) prior to encountering hard rock. GeoDesign subsequently provided additional geotechnical services for the original site. The purpose of our work was to determine the depth to hard rock in the areas of the site where deeper cuts would be constructed and the excavatability of the rock where it was encountered. A large excavator (30 -ton CAT -225) equipped with rock teeth was used to excavate our test pits. Our test pits encountered basalt bedrock between 9 and 13 feet BGS in the northeastern corner of the site. In one test pit, we were able to excavate approximately 6 feet into the weathered zone of basalt with a CAT -225 trackhoe before encountering refusal. The results of our work were presented in our September 28, 2001 report titled Geotechnical Engineering Services, Bradford Place Office Building, Tigard, Oregon. 1.2 PROJECT UNDERSTANDING Since our previous report was issued, the site layout has been revised. The location of the original building has been moved to the southeastern corner of the original site. The overall site has expanded to the west of SW 67`h Avenue, to SW 68`h Avenue, and north and south of SW Clinton Street. One building, a parking structure, and a detention pond have been added to the development plans. We understand that both of the buildings will consist of two -story office structures. At -grade asphalt parking Tots will accompany the multi -story parking structure. We understand that maximum continuous wall Toads will be 5 kips per lineal foot and maximum column loads will be 190 kips. We have assumed that the maximum floor slab loading will be on the order of 1 50 psf. Cuts up to 10 feet are expected in the western portion of the site. Fills up to 18 feet are expected in the southeastern portion of the site in the building area. Retaining walls will be necessary to support cuts and fills. We understand that specific wall types have not yet been determined, but will likely include rockery walls. GEODESIGN= 1 PNWP -30- 02:071905 2.0 PURPOSE AND SCOPE The purpose of our geotechnical engineering evaluation was to explore the subsurface conditions at the site and provide geotechnical engineering recommendations for design and construction. The specific scope of our services is summarized below: • Coordinate and manage the field investigation, including utility locates, access preparation, and scheduling of contractors and GeoDesign's staff. • Complete the following subsurface exploration at the site: • Three test pits in the original site area to further evaluate soil conditions in the new building area • Eight test pits in the added site area • Classify the materials encountered in the test pits and maintain a detailed log of each exploration. • Measure groundwater levels within explorations upon completion. • Complete laboratory analyses on disturbed and undisturbed soil samples obtained from the explorations as follows: • Twenty -one moisture content tests • Two percent fines determinations • One consolidation test to determine compressibility of the on -site soils where maximum fills are expected • Provide recommendations for site preparation, grading and drainage, stripping depths, fill type for imported materials, compaction criteria, trench excavation and backfill, use of on -site soils, and wet /dry weather earthwork. Include a discussion on rock excavation. • Provide shallow foundation recommendations for the support of building loads. Our recommendations include allowable bearing capacity, estimated settlement, and lateral resistance. • Provide recommendations for preparation of the subgrade for floor slabs. • Recommend design criteria for retaining walls, including lateral earth pressures, backfill, compaction, and drainage. • Provide recommendations for construction of asphalt pavements for on -site access roads and parking areas, including subbase, base course, and asphalt paving thickness. • Provide recommendations for the management of identified groundwater conditions that may affect the performance of structures or pavement. • Provide settlement estimates for newly placed fill embankments. • Provide recommendations for IBC seismic coefficients. • Provide this written report summarizing our recommendations. • Prepare a rockery wall design for the project. 3.0 SITE CONDITIONS 3.1 SURFACE CONDITIONS The site is located north of the 1 -5 off -ramp exit to SW Haines Street. The site is bounded on the west by SW 68th Avenue and extends approximately 700 feet north of the 1 -5 off -ramp. GEODESIGN? 2 PNWP -30- 02:071905 SW Clinton Street intersects the property east to west on the south side of the property and dead - ends just east of SW 64" Avenue. The site moderately rises from the southwest to the northeast with elevation differences of approximately 25 feet. Two existing residential dwellings are located at the north and south sides of the intersection of SW Clinton Street and SW 68th Avenue. Two footprints of previous residential dwellings or out structures that have been removed lie approximately 300 feet north of SW Clinton Street, between SW 68'h and SW 67" Avenue. The site is heavily vegetated with mature deciduous and conifer trees and moderate shrubs, blackberries, and tall grasses. The site is bounded on the west by undeveloped property and SW 68" Avenue, on the southeast by the 1 -5 off -ramp exit to SW Haines Street, and on the north by an existing parking lot. 3.2 SUBSURFACE CONDITIONS We explored subsurface conditions at the site by excavating 11 test pits (TP-1 through TP -1 1) to depths of 7.5 to 16.0 feet BGS. The approximate locations of the test pits are shown on Figure 2. Figure 2 also shows the approximate depth at which intact bedrock or interlocked boulders were encountered in each test pit. Descriptions of the field explorations, test pit Togs, and laboratory procedures are included in Appendix A. Logs from the prior explorations are included in Appendices B and C. The subsurface profile generally consists of silt and clay to clayey gravel over basalt bedrock. Some fill was encountered at the ground surface in several test pits. The clay layer represents the upper portion of the bedrock unit, which is weathered to a day soil. The weathered bedrock zone is generally 2 to 5 feet thick and was encountered generally between 8 and 11 feet BGS. Our test pits typically encountered refusal on boulders in the weathered basalt layer or within 1 to 2 feet of the intact bedrock surface. We encountered a 1- to 4- inch -thick root zone at the ground surface; however, deeper vegetative layers are expected in the areas of trees and shrubs. We encountered fill in test pits TP -2, TP -3, TP -4, TP -7, and TP -1 1 . Fill generally extends from the ground surface to a depth of 1 to 3 feet BGS. Test pit TP -2 likely encountered a backfilled test pit from a previous exploration to a depth of 10 feet BGS. Fill material generally consists of native material with some gravel. It does not appear the fill was placed with significant compactive effort. Medium stiff to very stiff, native sift unit was encountered near the ground surface or just below the fill layer. It contains small amounts of fine sand and occasional gravels to boulders. Boulders were generally encountered deeper in the silt unit. The upper 1 to 2 feet of the silt unit has roots up to 3 inches in diameter. Based on laboratory results, the silt unit had moisture contents ranging from 19 to 30 percent at the time of our explorations. The dense to hard weathered bedrock layer was encountered below the silt unit and generally consists of clay and cobbles to boulders. Most of our test pits were able to penetrate the weathered layer; however, some test pits encountered refusal on boulders in this layer. Based on laboratory results, the day soil had moisture contents ranging from 24 to 34 percent at the time of our explorations. GEODESIGN? 3 PNWP- 30- 02:071 905 The basalt bedrock was encountered below the weathered zone to the maximum depth of our explorations. Where encountered, the Hitachi EX -120 trackhoe was able to excavate no more than 0.5 foot into the intact basalt bedrock unit. Our observations indicate that the basalt is slightly to moderately weathered with little fracturing. We observed slow to moderate groundwater seepage at depths between 8 and 14 feet BGS in seven of our test pits. Groundwater is likely perched on the weathered or intact basalt bedrock. The depth to groundwater is expected to fluctuate in response to seasonal changes and changes in surface topography. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4,1 GENERAL Based on the results of our explorations, laboratory testing, and analyses, it is our opinion that the site is suitable for the proposed development. The proposed structures can be supported on shallow footings bearing on undisturbed native silt, weathered or intact basalt layer, or structural fill supported by this soil. Our explorations indicate that some undocumented fill is present at the site. Strength properties of undocumented fill can be highly variable and difficult to predict. Due to the relatively unknown quality of these soils, we recommend that within all building, pavement, and fill areas, the undocumented fill be removed and replaced, or scarified and compacted in accordance with the "Structural Fill" section of this report. Our specific recommendations for subgrade preparation are provided in the "Site Preparation" section of this report. Excavation in the weathered basalt zone should generally be possible with conventional earth - moving equipment, although boulders present in the weathered zone may require special equipment. Excavation of the intact basalt unit will be difficult and will require special rock excavating equipment. The native, on -site silt is sensitive to small changes in moisture content and difficult, if not impossible, to adequately compact during wet weather. A more detailed discussion is presented in the "Wet Weather/Wet Soil Grading" and "Structural Fill" sections of this report. Recommendations for site winterization, if applicable, are included in the "Construction Considerations" section of this report. Several residential structures and foundations from previous structures are present on site. Existing structures and pavements to be removed should be completely demolished and hauled off site. Resulting voids should be backfilled with structural fill. Our specific recommendations for addressing demolition are presented in the "Site Preparation" section of this report. Specific recommendations for geotechnical design and construction are provide in the following sections. GEODESIGN? 4 PNWP -30- 02:071 905 4.2 SITE PREPARATION 4.2.1 Demolition Demolition will require complete removal of existing buildings, buried foundations, pavement, or other structures within areas to receive new pavements, buildings, retaining walls, or engineered fills. Underground utility lines or hidden, buried tanks encountered in areas of new improvements should also be completely removed or grouted full if left in place. Materials generated during demolition should be transported off site for disposal or stockpiled in areas designated by the owner. Crushed asphalt or concrete may be acceptable for use as structural fill in non - structural areas. GeoDesign can provide additional recommendations if this option is desired. Voids resulting from removal of structures or loose soil in utility lines should be backfilled with compacted structural fill, as discussed in the "Structural Fill" section of this report. The bottom of such excavations should be excavated to expose a firm subgrade before filling and their sides sloped at a minimum of 1 H:1 V to allow for more uniform compaction at the edges of the excavations. 4.2.2 Stripping and Grubbing Trees and shrubs should be removed from all building, fill, and pavement areas. In addition, root balls should be grubbed out to the depth of the roots, which could exceed 3 feet BGS. Depending on the methods used to remove the root balls, considerable disturbance and loosening of the subgrade could occur during site grubbing. We recommend that soil disturbed during grubbing operations be removed to expose firm, undisturbed subgrade. The resulting excavations should be backfilled with structural fill. The existing topsoil zone should be stripped and removed from all proposed structural fill, pavement, and improvement areas and for a 5 -foot margin around such areas. Based on our explorations, the average depth of stripping will be approximately 1 to 4 inches. However, we expect areas where greater stripping depths will be required to remove localized zones of dense root masses or organic soil. We encountered root masses up to 24 inches BGS in some areas. The actual stripping depth should be based on field observations at the time of construction. Stripped material should be transported offsite for disposal or used in landscaped areas. 4.2.3 Uncontrolled Fill Between 1 and 3 feet of uncontrolled fill was encountered in isolated areas at the site. The fill was generally silty material with some gravel. It is unlikely that a systematic method of compaction was used when the fill was placed. Accordingly, reliable strength properties are difficult to predict and there is an associated risk with supporting structural elements on the existing fill. In our opinion, and as stated in the "Shallow Foundations" and "Floor Slabs" sections of this report, the footings and floor slabs should not be supported on the existing fill. Where encountered, we recommend that the fill be completely removed down to the native silt unit within building areas. The removed material can be re -used as structural fill provided deleterious material is removed and the fill is placed and compacted as recommended in the "Structural Fill" section of this report. G'EODESIGN? 5 PNWP -30- 02:071905 4.2.4 Subgrade Evaluation A member of our geotechnical staff should observe the exposed subgrades after stripping and site cutting have been completed to determine if there are areas of unsuitable or unstable soil. Our representative should observe a proof -roll with a fully loaded dump truck or similar heavy rubber -tire construction equipment to identify soft, loose, or unsuitable areas. Areas that appear to be too wet and soft to support proof - rolling equipment should be evaluated by probing and prepared in accordance with the recommendations for wet weather construction presented in the following section of this report. 4.2.5 Compacting Test Pit Locations The test pit excavations were backfilled using the relatively minimal compactive effort of the backhoe bucket; therefore, soft spots can be expected at these locations. We recommend that these relatively uncompacted soils be removed from the test pits to the full depth in building areas and to a depth of 3 feet below finished subgrade elevation in pavement areas. The resulting excavation should be backfilled with structural fill. 4.2.6 Wet Weather/Wet Soil Grading The fine - grained soils at the site are easily disturbed during the wet season and when they are moist. If not carefully executed, site preparation, utility trench work, and roadway excavation can create extensive soft areas and significant subgrade repair costs can result. If construction is planned when the surficial soils are wet or may become wet, the construction methods and schedule should be carefully considered with respect to protecting the subgrade to reduce the need to over - excavate disturbed or softened soil. The project budget should reflect the recommendations below if construction is planned during wet weather or when the surficial soils are wet. If construction occurs when wet soils are present, site preparation activities may need to be accomplished using track - mounted excavating equipment that loads removed material into trucks supported on granular haul roads. The thickness of the granular material for haul roads and staging areas will depend on the amount and type of construction traffic. Generally, a 12- to 18- inch -thick mat of imported granular material is sufficient for light staging areas and the basic building pad, but is generally not expected to be adequate to support heavy equipment or truck traffic. The granular mat for haul roads and areas with repeated heavy construction traffic typically needs to be increased to between 18 to 24 inches. The actual thickness of haul roads and staging areas should be based on the contractor's approach to site development and the amount and type of construction traffic. The imported granular material should be placed in one lift over the prepared, undisturbed subgrade and compacted using a smooth -drum, non - vibratory roller. Additionally, a geotextile fabric should be placed as a barrier between the subgrade and imported granular material in areas of repeated construction traffic. The imported granular material should meet the specifications in the "Structural Fill" section of this report. As an alternative to placing thick rock sections to support construction traffic, it may be possible to stabilize the subgrade using a cement amendment. Cement amendment should be limited to GEODESIGN? 6 PNWP- 30- 02:071 905 silty soils only. This will not be feasible in areas of deep cuts where gravel to boulders are exposed in the subgrade. If this approach is used, the cement amended soil should meet the guidelines provided in the "Structural Fill" section of this report. 4.3 EXCAVATION AND SHORING 4.3.1 Basalt Bedrock The upper 2 to 5 feet of the basalt bedrock is weathered to a conglomeration of clay and cobbles to boulders. We were generally able to excavate through the weathered zone with a Hitachi EX- 120 trackhoe with moderate effort, although we encountered refusal on boulders in some areas. All of our test pits encountered refusal in the intact basalt bedrock (see Appendix A for excavation depths described in test pits logs). TP -4 encountered refusal in the bedrock at a depth of approximately 7.5 feet BGS. Excavatability was also evaluated during our prior explorations. The Togs from these explorations (using a 30 -ton excavator) are in Appendix B. The project grading plan indicates that site cuts up to 10 feet deep will occur in this area. Special excavation equipment, such as hydraulic breakers or rock trenchers, will likely be required to excavate the intact basalt bedrock or large boulders where our test pits encountered refusal. 4.3.2 Trench Cuts and Shoring Trench cuts in the silt and clay soils should stand near vertical to a depth of at least 4 feet. Open excavation techniques may be used to excavate trenches with depths between 4 and 8 feet, provided the walls of the excavation are cut at a slope of 1 H:1 V, groundwater seepage is not present, and with the understanding that some minor caving may occur. The trenches should be flattened to 1 %H:1V if excessive caving occurs. Increased backfill volumes should be expected given the presence of boulders and bedrock soil conditions. Use of a trench shield or other approved temporary shoring is recommended in the silt and clay soils where sloping is not possible. If a conventional shield is used, the contractor should limit the length of open trench. If shoring is used, we recommend that the type and design of the shoring system be the responsibility of the contractor, who is in the best position to choose a system that fits the overall plan of operation. All excavations should be made in accordance with applicable OSHA and state regulations. 4.3.3 Temporary Dewatering Perched groundwater may be encountered by excavations deeper than 8 feet below current site grades. Groundwater flowing into open excavations should be removed by pumping from a sump. The pump should be capable of handling variable flow rates. Water should be routed to a suitable discharge point. 4.3.4 Safety All excavations should be made in accordance with applicable OSHA and state regulations. While we have described certain approaches to the utility vault and trench excavations in the foregoing discussions, the contractor is responsible for selecting the excavation and dewatering methods, monitoring the trench excavations for safety, and providing shoring as required to protect personnel and adjacent improvements. G EO DES I G N? 7 PNWP- 30- 02:071905 4.4 EROSION CONTROL The soil at this site is eroded easily by wind and water. Therefore, erosion control measures should be planned carefully and be in place before construction begins. Erosion control plans are required on construction projects located within Washington County. Measures that can be employed to reduce erosion include the use of silt fences, hay bales, buffer zones of natural growth, sedimentation ponds, and granular haul roads. 4.5 STRUCTURAL FILL 4.5.1 General Fills should only be placed over a subgrade that has been prepared in conformance with the "Site Preparation" section of this report. All material used as structural fill should be free of organic matter or other unsuitable materials. The material should meet the specifications provided in ODOT SS 00330, depending on the application. All structural fill should have a maximum particle size of 4 inches. A brief characterization of some of the acceptable materials and our recommendations for their use as structural fill is provided below. 4.5.2 On -Site Material The on -site silt materials are suitable for use as structural fill provided they meet the requirements set forth in ODOT SS 00330.12 - Borrow Material. Clay soil and soil containing debris, cobbles, and boulders exceeding 4 inches in diameter should not be used as structural fill. Based on laboratory test results, the moisture contents of the on -site silty soil are between 19 and 30 percent. Based on our experience, we estimate the optimum moisture content for compaction to be approximately 16 to 18 percent for the on -site silt; therefore, some degree of moisture conditioning (drying) will be required to use on -site, silty soil for structural fill. Accordingly, extended dry weather will be required to adequately condition the soils for use as structural fill. When used as structural fill, the on -site, silty soil should be placed in lifts with a maximum uncompacted thickness of 8 inches and be compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. 4.5.3 Imported Granular Material Imported granular material used for structural fill should be pit or quarry run rock, crushed rock, or crushed gravel and sand and should meet the requirements set forth in ODOT SS 00330.14 and 00330.15. Imported granular material should be fairly well graded between coarse and fine material and have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve. When used as structural fill, imported granular material should be placed in lifts with a maximum uncompacted thickness of 12 inches and be compacted to not Tess than 95 percent of the maximum dry density, as determined by ASTM D 1557. 4.5.4 Floor Slab Base Rock Imported granular material placed beneath building floor slabs should be clean, crushed rock or crushed gravel and sand that is fairly well graded between coarse and fine. The granular materials should have a maximum particle size of 1Y2 inches, less than 5 percent by weight passing the U.S. Standard No. 200 Sieve, have at least two mechanically fractured faces, and GEO DESI G N? 8 PNWP- 30- 02:071905 should meet ODOT SS 2630.11 - Open- Graded Aggregate. The imported granular material should be placed in one lift and compacted to not less than 95 percent of the maximum dry density as determined by ASTM D 1557. 4.5.5 Pavement Base Rock Imported granular material used as base rock for pavements should consist of %- or 1 Yz -inch- minus material meeting the requirements in ODOT SS 00641 - Aggregate Subbase, Base, and Shoulders Base Aggregate, with the exception that the aggregate have less than 5 percent passing a U.S. Standard No. 200 Sieve and at least two mechanically fractured faces. The imported granular material should be placed in lifts with a maximum uncompacted thickness of 12 inches and be compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. 4.5.6 Trench Backfill Trench backfill for the utility pipe base and pipe zone should consist of well - graded granular material with a maximum particle size of 1 inch and less than 5 percent by weight passing the U.S. Standard No. 200 Sieve and should meet ODOT SS 00405.14 - Class B Backfill. The material should be free of roots, organic matter, and other unsuitable materials. Backfill for the pipe base and pipe zone should be compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1 557 or as recommended by the pipe manufacturer. Within building, pavement, and other structural areas, trench backfill placed above the pipe zone should consist of imported granular material as specified above. The backfill should be compacted to at least 92 percent of ASTM D 1 557 at depths greater than 2 feet below the finished subgrade and 95 percent of ASTM D 1557 within 2 feet of finished subgrade. In all other areas, trench backfill above the pipe zone should be compacted to at least 92 percent of the maximum dry density, as determined by ASTM D 1557. 4.5.7 Trench Stabilization Material Trench stabilization material should consist of pit or quarry run rock, crushed rock, or crushed gravel and sand and should meet the requirements set forth in ODOT SS 00330.14 and 00330.15, with a minimum particle size of 4 inches and less than 5 percent passing the U.S. Standard No. 4 Sieve. The material should be free of organic matter and other deleterious material. Trench stabilization material should be placed in one lift and compacted to a firm condition. 4.5.8 Drain Rock Drain rock should consist of angular, granular material with a maximum particle size of 2 inches and should meet ODOT SS 00430.11 - Granular Drain Backfill Material. The material should be free of roots, organic matter, and other unsuitable materials and have less than 2 percent passing the U.S. Standard No. 200 Sieve (washed analysis). 4.5.9 Soil Amendment with Cement As an alternative to the use of imported granular material for wet - weather structural fill, an experienced contractor may be able to amend the on -site, silty soils with portland cement or with limekiln dust and portland cement to obtain suitable support properties. Successful use of soil G EO DESI G N? 9 PNWP- 30- 02:071 905 amendment depends on the use of correct mixing techniques, soil moisture content and gradation, and amendment quantities. Soil amending should be conducted in accordance with ODOT SS 00344 - Treated Subgrade. Soil amendment will be difficult to impossible in soils containing significant quantities of clay, gravel, cobbles, and boulders. Specific recommendations, based upon exposed site conditions, for soil amending can be provided if necessary. However, for preliminary design purposes, we recommend a target strength for cement - amended soils of 100 psi. The amount of cement used to achieve this target generally varies with moisture content and soil type. It is difficult to predict field performance of soils to cement amendment due to variability in soil response, and we recommend laboratory testing to confirm expectations. Generally, 4 percent cement by weight of dry soil can be used when the soil moisture content does not exceed approximately 20 percent. If the soil moisture content is in the range of 25 to 35 percent, 4 to 7 percent by weight of dry soil is recommended. The amount of cement added to the soil may need to be adjusted based on field observations and performance. Moreover, depending on the time of year and moisture content levels during amendment, water may need to be applied during tilling to appropriately condition the soil moisture content. Portland cement - amended soils are hard and have low permeability. Therefore, these soils do not drain well, nor are they suitable for planting. Future planted areas should not be cement amended, if practical, or accommodations should be planned for drainage and planting. 4.6 SHALLOW FOUNDATIONS Based on the results of our subsurface explorations and analyses, it is our opinion that the proposed structures, with the anticipated design foundation Toads previously described, can be supported on shallow foundations bearing on undisturbed, native soils or compacted structural fill placed on the native soil. The footings should not be founded on undocumented fill or subgrade containing excessive roots. If encountered during footing preparation, these materials should be removed and the resulting excavation should be backfilled with structural fill material compacted as recommended in the "Structural Fill" section of this report. We recommend that GeoDesign observe all footing subgrade to verify that any unsuitable material encountered is adequately removed. 4.6.1 Dimensions and Capacities Continuous wall and isolated spread footings should be at least 16 and 20 inches wide, respectively. The bottom of exterior footings should be at least 18 inches below the lowest adjacent exterior grade. The bottom of interior footings should be established at least 12 inches below the base of the slab. Footings bearing on subgrade prepared as recommended above should be sized based on an allowable bearing pressure of 3,000 psf, This is a net bearing pressure; the weight of the footing and overlying backfill can be ignored in calculating footing sizes. The recommended allowable bearing pressure applies to the total of dead plus Tong -term live loads and may be increased by one -third for short -term loads such as those resulting from wind or seismic forces. GEODESIGN= 10 PNWP•30- 02:071905 Based on our analysis and experience with similar soils, total post- construction settlement should be less than 1 inch, with differential settlement of less than Y2 inch over a 50 -foot span. 4.6.2 Resistance to Sliding Lateral loads on footings can be resisted by passive earth pressure on the sides of the structures and by friction on the base of the footings. Our analysis indicates that the available passive earth pressure for footings confined by native soils and structural fills is 350 pcf modeled as an equivalent fluid pressure. Typically, the movement required to develop the available passive resistance may be relatively large. Therefore, we recommend using a reduced passive pressure of 250 pcf equivalent fluid pressure. Adjacent floor slabs, pavements, or the upper 12 -inch depth of adjacent, unpaved areas should not be considered when calculating passive resistance. Additionally, in order to rely upon passive resistance, a minimum of 10 feet of horizontal clearance must exist between the face of the footings and any adjacent down slopes. For footings in contact with native soil, a coefficient of friction equal to 0.35 may be used when calculating resistance to sliding. This value may be increase to 0.40 for gravelly soils. The passive and frictional resistance may be combined provided that the passive component does not exceed two - thirds of the total. These values do not include a factor of safety. We recommend a safety factor of 3 when designing for dead Toads plus frequently applied live loads and a safety factor of 2 be applied when considering transitory loads such as wind and seismic forces. 4.6.3 Construction Considerations All footing and floor subgrades should be evaluated by the project geotechnical engineer or their representative to confirm suitable bearing conditions. Observations should also confirm that all loose or soft material, organics, unsuitable fill, prior topsoil zones, and softened subgrades, if present, have been removed. Localized deepening of footing excavations may be required to penetrate any deleterious materials. If footing excavations are conducted during wet weather conditions, we recommend that a minimum of 3 inches of granular material be placed and compacted until well keyed at the base of the excavations. The granular material reduces water softening of subgrade soils, reduces subgrade disturbance during placement of forms and reinforcement, and provides clean conditions for the reinforcing steel. 4.7 FLOOR SLABS Satisfactory subgrade support for building floor slabs supporting up to 150 -psf area loading can be obtained provided the building pad is prepared as described previously. To help reduce moisture transmission and slab shifting, we recommend a minimum 6- inch -thick layer of floor slab base rock be placed and compacted over a subgrade that has been prepared in conformance with the Site Preparation" section of this report. The floor slab base rock should meet the requirements in the "Structural Fill" section of this report and be compacted to at least 95 percent of ASTM D 1557. GEODESIGNY 1 1 PNWP- 30- 02:071905 The native soils are fine grained and will tend to maintain a high moisture content. The installation of a vapor barrier may be warranted in order to reduce the potential for moisture transmission through, and efflorescence growth on, the floor slabs. Additionally, flooring manufacturers often require vapor barriers to protect flooring and flooring adhesives and will warrant their product only if a vapor barrier is installed according to their recommendations. Actual selection and design of an appropriate vapor barrier, if needed, should be based on discussions among members of the design team. Slabs should be reinforced according to their proposed use and per the structural engineer's recommendations. Load - bearing concrete slabs may be designed assuming a modulus of subgrade reaction, k, of 125 pounds per square inch per inch. 4.8 FILL - INDUCED SETTLEMENT Large fills, up to 18 feet thick, are planned in the southeastern portion of the site. Surcharge loads from fills will result in settlement of the underlying on -site soils. Our analyses indicate that post- construction settlement will likely be less that 1 inch. We recommend monitoring the settlements with a minimum of three settlement plates. A typical settlement plate detail is shown on Figure 3. For ease in handling, the casing and rod portions of the settlement plate are usually installed in 5 -foot sections. As filling progresses, couplings are used to install additional sections. Continuity in the monitoring data is maintained by reading and recording the top of the measurement rod immediately prior to and following the addition of new sections. Care must be taken during fill construction not to bend or break the rods. The settlement plates should be installed prior to site filling and immediately surveyed. Survey shots should be taken at each settlement plate at least twice per week during fill construction and for at least 1 month after fill construction. The settlement plates should be monitored using survey equipment with an accuracy of 1/100' of a foot and referenced to a stationary datum established at least 500 feet from the edge of the surcharge area. In addition to recording the elevation of the settlement plates during each survey event, a complete record of the surcharge history requires reading and recording the fill height at each settlement plate. The survey data should be supplied to GeoDesign within 3 days of the survey. We will provide a Microsoft Excel spreadsheet to the surveyors that can be used to transfer data via email. 4.9 ROCKERY RETAINING STRUCTURES 4.9.1 General Rockeries generally act as a gravity wall to resist lateral load. Important elements of a rockery are: 1) its size, weight, and shape; 2) friction developed between individual rocks (internal friction); 3) friction between the base layer of rocks and underlying ground; 4) passive resistance to sliding developed by soil or pavement in front of the rockery; and 5) lateral load acting on or resisted by the rockery. Rockery wall construction is not an exact science and depends largely on the skill of the builder. Although rockeries can offer significant lateral restraint, they are partially indeterminate and present some risk relative to other retaining structures when not properly constructed or GEODESIGN? 12 PNWP- 30- 02:071 905 designed. In addition, internal friction is very difficult to quantify and is, in part, dependent on the rock strength at the contact and again, to a large degree, on the skill and judgment of the builder. Internal friction can change over time, due to weathering of the rock and from rockery movement. Rockeries typically experience a "settling in" during and for some time after construction. Also, many rockeries are subject to an additional lateral Toad that causes additional movement due to wetting of the retained soil or other factors that reduce the strength of the soil. For poorly constructed marginal rockeries, movement can result in loss of internal friction and a rockery failure. 4.9.2 Assumptions Our rockery wall design recommendations are based on the following assumptions: (1) the walls are battered back no steeper than 6H:1V, (2) the walls are no taller than 8 feet, (3) the backfill is drained and consists of imported granular materials, (4) rockery walls do not support building loads or heavy truck traffic, and (5) the backfill has a slope flatter than 5H:1 V. Re- evaluation of our recommendations will be required if the retaining wall design criteria for the project varies from these assumptions. 4.9.3 Wall Construction Analyses were performed for various wall heights to determine the minimum required wall thickness and embedment depths. A surcharge of 150 psf was applied to account for light traffic loads behind the walls. We did not apply hydrostatic pressures in our design because we have recommended specific drainage requirements behind the walls. Our recommendations and calculations are included in Appendix D. A typical rockery wall section is presented in the attached Figure D -1 along with Construction Notes and a calculation package for typical wall sections. The typical rockery wall section and Construction Notes can be integrated into the project plans. As shown on Figure D -1, the minimum required wall embedment is 1 foot. The minimum wall thickness will vary with wall height as shown in the table presented on Figure D -1. The free - draining zone immediately behind the walls should consist of angular, crushed rock or gravel as described in the attached Construction Notes. Perforated collector pipes should be placed at the base of the granular backfill behind the walls as shown on Figure D -1. The collector pipes should discharge at an appropriate location away from the base of the wall. Unless measures are taken to prevent backflow into the wall's drainage system, the discharge pipe should not be tied directly into stormwater drain systems. Settlements of up to 1 percent of the wall height commonly occur immediately adjacent to the wall as the wall rotates and develops active lateral earth pressures. Consequently, we recommend that construction of flat work adjacent to retaining walls be postponed at least 4 weeks after backfilling of the wall, unless survey data indicates that settlement is complete prior to that time. GEODESIGN? 13 PNWP -30- 02:071 905 4.10 CONVENTIONAL RETAINING STRUCTURES 4.10.1 Assumptions Our retaining wall design recommendations are based on the following assumptions: (1) the walls consist of conventional, cantilevered retaining walls, (2) the walls are less than 10 feet in height, (3) the backfill is drained and consists of imported granular materials, and (4) the backfill has a slope flatter than 4H:1 V. Re- evaluation of our recommendations will be required if the retaining wall design criteria for the project varies from these assumptions. Conventional walls taller than 10 feet should be designed by an engineer registered in the state of Oregon. 4.10.2 Wall Design Parameters For unrestrained retaining walls, an active pressure of 40 pcf equivalent fluid pressure should be used for design. For the embedded building walls, a superimposed seismic lateral force should be calculated based on a dynamic force of 6H pounds per lineal foot of wall, where H is the height of the wall in feet, and applied at 0.6H from the base of the wall. Where retaining walls are restrained from rotation prior to being backfilled, a pressure of 58 pcf equivalent fluid pressure should be used for design. If any surcharges (e.g., retained slopes, building foundations, vehicles, steep slopes, terraced walls, etc.) are located within a horizontal distance from the back of a wall equal to twice the height of the wall, then additional pressures will need to be accounted for in the wall design. Our office should be contacted for appropriate wall surcharges based upon the actual magnitude and configuration of the applied loads. The bases of the wall footing excavations should extend a minimum of 18 inches below lowest adjacent grade. The footing excavations should then be lined with a minimum 6- inch -thick layer of compacted, imported, granular material, as described in the "Structural Fill" section of this report. The wall footings should be designed in accordance with the guidelines provided in the appropriate portion of the "Shallow Foundations" section of this report. 4.10.3 Wall Drainage and Backfill The above design parameters have been provided assuming that back -of -wall drains will be installed to prevent build -up of hydrostatic pressures behind all walls. If a drainage system is not installed, then our office should be contacted for revised design forces. Backfill material placed behind retaining walls and extending a horizontal distance of %H, where H is the height of the retaining wall, should consist of well - graded sand or gravel, with not more than 5 percent by weight passing the U.S. Standard No. 200 Sieve and meeting ODOT SS 00510.12 - Granular Wall Backfill. We recommend the select granular wall backfill be separated from general fill, native soil, and /or topsoil using a geotextile fabric that meets the requirements provided in ODOT SS 350 and 2320 for drainage geotextiles. Alternatively, the on -site soils can be used as backfill material provided a minimum 2- foot -wide column of angular drain rock wrapped in a geotextile is placed against the wall and the on -site soils can be adequately moisture conditioned for compaction. The rock column should extend GEODESIGN? 14 PNWP -30- 02:071905 from the perforated drainpipe or foundation drains to within approximately 1 foot of the ground surface. The angular drain rock should meet the requirements provided in the "Structural Fill" section of this report. The wall backfill should be compacted to a minimum of 95 percent of the maximum dry density, as determined by ASTM D 1557. However, backfill located within a horizontal distance of 3 feet from a retaining wall should only be compacted to approximately 90 percent of the maximum dry density, as determined by ASTM D 1557. Backfill placed within 3 feet of the wall should be compacted in lifts less than 6 inches thick using hand - operated tamping equipment (such as jumping jack or vibratory plate compactors). If flat work (sidewalks or pavements) will be placed atop the wall backfill, we recommend that the upper 2 feet of material be compacted to 95 percent of the maximum dry density, as determined by ASTM D 1557. Perforated collector pipes should be placed at the base of the granular backfill behind the walls. The pipe should be embedded in a minimum 2- foot -wide zone of angular drain rock. The drain rock should meet specifications provided in the "Structural Fill" section of this report. The drain rock should be wrapped in a geotextile fabric that meets the specifications provided in ODOT SS 350 and 2320 for drainage geotextiles. The collector pipes should discharge at an appropriate location away from the base of the wall. Unless measures are taken to prevent backflow into the wall's drainage system, the discharge pipe should not be tied directly into stormwater drain systems. Settlements of up to 1 percent of the wall height commonly occur immediately adjacent to the wall as the wall rotates and develops active lateral earth pressures. Consequently, we recommend that construction of flat work adjacent to retaining walls be postponed at least 4 weeks after backfilling of the wall, unless survey data indicates that settlement is complete prior to that time. 4.11 PAVEMENT Pavements should be installed on native subgrade or new engineered fills prepared in conformance with the "Site Preparation" and "Structural Fill" sections of this report. We do not have specific information on the frequency and type of vehicles expected at the site. We have assumed that the traffic will consist of passenger cars and light delivery trucks, with an occasional bulk - handling larger truck. Our pavement recommendations are based on the following assumptions: ® The pavement subgrade is prepared as recommended in the "Site Preparation" and "Structural Fill" sections of this report. • The top 12 inches of soil subgrade below the roadway alignment is compacted to at least 92 percent of its maximum density per ASTM D 1557. • The CBR value is at least 4. This value was used to estimate a resilient modulus of 4,500 psi for the subgrade. • A resilient modulus of 20,000 psi was estimated for the base rock. O Initial and terminal serviceability index of 4.2 and 2.5, respectively. GEO DESIGN? 1 5 PNWP -30- 02:071 905 • Reliability and standard deviation of 85 percent and 0.4, respectively. • Structural coefficient of 0.42 and 0.10 for the asphalt and base rock, respectively. Assuming the traffic volumes described in Table 1 and a 20 -year design, we calculated the pavement sections provided below. Our pavement design recommendations are summarized in Table 1 for two different traffic scenarios. Table 1. Pavement Design Recommendations Traffic Levels Pavement Thicknesses' (inches) Cars per Day Trucks per Day AC Base Rock 200 0 2.5 6.0 200 15 3.0 9.0 1. All thicknesses are intended to be the minimum acceptable values. If any of the above assumptions are incorrect, our office should be contacted with the appropriate information so that the pavement designs can be revised. The AC should be Level 2, 12.5 -mm, dense HMAC according to ODOT SS 00745 and be compacted to 91 percent of Rice Density of the mix as determined in accordance with ASTM D 2041. Minimum lift thickness for 12.5 -mm HMAC is 1 .5 inches. Asphalt binder should be performance graded and conform to PG 70 -16. The base rock should meet the specifications for aggregate base rock provided in the "Structural Fill" section of this report. Construction traffic should be limited to non - building, unpaved portions of the site or haul roads. Construction traffic should not be allowed on new pavements. If construction traffic is to be allowed on newly constructed road sections, an allowance for this additional traffic will need to be made in the design pavement section. 4.12 SEISMIC DESIGN CRITERIA 4.12.1 IBC Parameters Seismic design criteria in accordance with 2003 IBC and 2004 SOSSC are summarized in Table 2. GfODESIGN? 16 PNWP -30- 02:071 905 Table 2. Seismic Design Criteria Short Period 1 Second Maximum Credible Earthquake Spectral Acceleration S = 1.06 g S = 0.37 g Site Class C Site Coefficient F = 1.00 F v = 1.43 Adjusted Spectral Acceleration S MS = 1.06 g S M1 = 0.53 g Design Spectral Response Acceleration Parameters 0.70 g 0.35 g Design Spectral Peak Ground Acceleration 0.29 g 4.12.2 Liquefaction and Lateral Spreading Liquefaction can be defined as the sudden loss of shear strength in a soil due to an excessive buildup of pore water pressure. Liquefied soil layers generally follow a path of least resistance to dissipate pore pressures, often resulting in sudden surface settlement, sand boils or ejections, and /or lateral spreading in extreme cases. Clean, loose, uniform or silty, fine - grained, saturated sands are particularly susceptible to liquefaction. Lateral spreading is a liquefaction - related seismic hazard. Areas subject to lateral spreading are typically gently sloping or flat sites underlain by liquefiable sediments adjacent to an open face, such as riverbanks. Liquefied soils adjacent to open faces may "flow" in that direction, resulting in lateral displacement and surface cracking. Based on the soil plasticity and stiffness and groundwater elevation, it is our opinion that the on- site soils are not susceptible to liquefaction during the design seismic event. Consequently, there is no risk of lateral spreading. 5.0 OBSERVATION OF CONSTRUCTION Satisfactory foundation and earthwork performance depends to a large degree on quality of construction. Sufficient monitoring of the contractor's activities is a key part of determining that the work is completed in accordance with the construction drawings and specifications. Subsurface conditions observed during construction should be compared with those encountered during the subsurface exploration. Recognition of changed conditions often requires experience; therefore, qualified personnel should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated. We recommend that GeoDesign be retained to monitor construction at the site to confirm that subsurface conditions are consistent with the site explorations and to confirm that the intent of project plans and specifications relating to earthwork and foundation construction are being met. GEODESIGN? 17 PNWP -30- 02:071905 6.0 LIMITATIONS We have prepared this report for use by Pacific Northwest Properties and the design and construction teams for the proposed Tigard Triangle Commons development. The data and report can be used for bidding or estimating purposes, but our report, conclusions, and interpretations should not be construed as a warranty of the subsurface conditions and are not applicable to other sites. Explorations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re- evaluation will be necessary. The site development plans and design details were preliminary at the time this report was prepared. When the design has been finalized -and if there are changes in the preceding site grading or location, configuration, design loads, or type of construction for the building, the conclusions and recommendations presented may not be applicable. If design changes are made, we should be retained to review our conclusions and recommendations and to provide a written evaluation or modification. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with the generally accepted practices in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, should be understood. 000 We appreciate the opportunity to be of service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc. , G,ED PROO �G j � , GIN 4 ,�'YJ� (_I sao Scott P. McDevitt, P.E. ` Geotechn .1 Project Engineer OREGON J1 ITT P M cr e or•: - 0 nders, P.E. EXPIRES: (Z-( p Princi '. Geotechnical Engineer GEO DESIG N? 18 PNWP- 30- 02:071 905 N E 1� lA4 90C)4 t...c,R4A44 01- VIA/ ftt44, tedcAtAre-' s ‘0(A6t .0' Ooo IN4se 9 t- f° r 1.1‹,0 vLAP 'ea) f-up 1r; ' ■11 CAOC*) cikiv 4, tvt • 4,0 41- • • ., •■ 14(5 VLei V . GuW UP ee'f -I 0 fa Vi•\ lX7 144 t,W Fqr 76)P- f eak i pec fil-rab pet VAR we C2 V4P2 411V42 r-) i r 16t9 3'i4 cflmog'. 41414(e. ivy - fr-- OVVL . (1,k. tigt,) 4- ma 3 (V) 4/11/1C19 w/tur - iGHAN ASSOCIATES, INC. BY DATE CONSULTING ENGINEERS JOB NO 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620-3030, FAX 620-5539 SHEET OF 1110005 A05 • —91(11111 506 41( , •' 91 R4) ( 6541 -104.111) „--A•746 Cr) i I ! 411A9VIVI YI FP/ EN . ) W ! A fi ' ll ' c'Cll • P O / --- - - - lu / • 1 %-- -- ii = , ---I i / • 7 — 1• \ \.... \ \ . — / , .....-- -..... Mle. 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VARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 t' (503) 620.3030, FAX 620 -5539 SHEET OF • 9 4 Q Q �i i / i V' ,' t/I , / \ \ . \ I I I I i \ ` \ 1b = � -- - - - -- I - - - I I :," ' it ---0 I 1 L1b =�� \ \ 100 1 I I n ■ a � L � ® lam\ \ _,,..,,.\,.__77.,.. : 1 I I '4 `� �4' - } / 1 \ \ I.. -11-_-_=] \ 4� ) 4/.1 \ �� 01 I fibl d� i J_ ',\. \. \ \ \ ie , v Z L . /� \ / 41 \ 1 I Ora i • i \ o ,pla, ,--1 \ �� ,,� �..�� - �> ,, \= a i Ak j 1 ! i!... ../ it O X1' - `/ \ -- 11 \ 44 \ j I / i .. _ --- V \ 2 0,, 5 i V4 _, u_ o , i %).... f 3 3 BUILDING ONE North South Floor Distribution R05.xls LATERAL DESIGN 2/2412006 • 5:23 PM -- - HORIZONTALDISTRIBUTION :2ND.FLOOR NORTH SOUTH DIRECTION CENTER OF MASS name W x y W - W PANEL 1 33.00 -151.0 11.0 -4883 383 PANEL 2 15.50 -140.0 22.0 -2170 341 PANEL 3 33.00 -128.0 33.0 -4224 1088 PANEL 4 15.60 -117.0 44.0 -1814 682 PANEL 5 33.00 -105.0 58.0 •3485 1848 PANEL 8 23.50 -90.0 85.0 -2115 1528 PANEL 7 25.60 -71.0 64.0 -1811 1377 PANEL 8 23.00 -53.0 48.0 -1219 1104 PANEL 8 23.00 -43.0 65.0 -889 1265 PANEL 10 33.00 -28.0 60.0 -957 1980 PANEL 11 33.00 29.0 80.0 957. 1980 PANEL 12 23.00 43.0 55.0 980 1285 • PANEL 13 23.00 _ 53.0 48.0 1215 _ ' 1104 PANEL 14 28.00 72.0 57.0 2088 1853 PANEL 15 25.50 88.0 55.0 2244 1403 PANEL 16 7.00 95.0 48.0 665 330 PANEL 17 29.50 103.0 36.0 3036 1121 PANEL 18 29.50 - 118.0 18.0 3481 472 PANEL 19 7.00 122.0 4.0 854 28 • PANEL 20 25.50 , 125.0 -6.0 3188 -153 PANEL 21 24.50 122.0 -20.0 2989 -490 PANEL 22 25.50 103.0 -31.0 2827 -791 PANEL 23 28.00 83.0 -38.0 2324 -1064 PANEL 24 30.50 59.0 -43.0 1800 -1312 PANEL 25 32.00 35.0 -48.0 1120 -1536 �� ,� PANEL 26 32.00 - -35.0 -48.0 -1120 -1536 ` 1 E� PANEL 27 30.50 -59.0 -43.0 -1800 -1312 PANEL 28 28.00 -82.0 -40.0 -2298 -1120 PANEL 28 29.00 -105.0 -32.0 -3045 -928 J�� 4 (V` . � �rf� " PANEL 30 28.00 -126.0 -20.0 tvV 0 -4544 -224 _^ PANEL 31 28.00 -148.0 -8.0 -4144 -224 a V `�r1_� /- v PANEL 32 21.00 -91.0 23.0 -1911 483 PANEL 33 35.00 -18.0 23,0 -560 805 q`� t ��/ . ' ,,�q^� yyr}}��, tp�`a V, W PANEL 35 22.00 25.0 7 550 154 tiy % �r ` \ �'v V t _ + 4 PANEL 35 21.00 82.0 7 . 7.0 1722 550 357 __, GLAZING 13.00 0.0 - -53.0 0 -885 FLOOR 378.00 - 1 0 -40446 6048 J ( 4 et ® ` (I _ _ u PiP FLOOR 804.00 -38.0 38.0 1.. 0 -22952 604 i�i � FLOOR 591.00 37.0 2.0 21887 1182 FLOOR 283.00 97.0 15.0 25511 3945 /� EW 2754.00 EWX ( ' £Wy6 22803 No t \ y( /.R1�.� ppp�� )- 4/-1,1 1 xcm 1 -9.56 I ycm 1 8.26 r 1 (" �f/� ��III CENTER RIGIDITY 6 WALL LL Rx Ry x Y yRx 5 �,� _ _ /( PANEL 1 0,00 1.70 0 11.0 0.00 (J� (� y PANEL 2 1.25 0.00 -740.0 22.0 27.50 PANEL 3 0.00 2.17 h -128.0 33.0 - 277.76 PANEL 4 1.25 0.00 -117.0 44.0 55.00 0.00 PANEL 5 0,00 2.17 -105.0 0.00 - 227.85 • PANEL 6 1.86 0.00 •90.0 65.0 107.90 0.00 - PANEL 7 2,88 0.00 54.0 144.45 0.00 PANEL 8 2.11 I 0.00 •53.0 48.0 101.28 0.00 PANEL 9 0.00 1.86 -43.0 55.0 0.00 -71.17 PANEL 10 1.42 0.00 -29.0 60.0 85.20 0.00 PANEL 11 1.42 0.00 29.0 60.0 85.20 0.00 PANEL 12 0,00 1.86 43.0 55.0 0.00 71.17 PANEL 13 2.11 0.00 53.0 48.0 101.28 0.00 PANEL 14 2.06 0.00 72.0 57.0 117.42 0.00 PANEL 15 0.00 2.23 88.0 55.0 0.00 195.80 PANEL 16 0.15 0.00 85.0 48.0 7.20 0.00 PANEL 17 0.00 1.91 103.0 38.0 0.00 198.22 PANEL 18 0,00 1.91 116.0 _ 18.0 0.00 224.76 • PANEL 18 0.15 0.00 122.0 4.0 0.80. 0.00 PANEL 20 0.00 2.23 I 125.0 •8.0 I 0.00 278.13 PANEL 21 1.82 0.00 122.0 -20.0 -36.40 0.00 PANEL 22 2.50 0.00 103.0 -31.0 -77.35 0.00 PANEL 23 2.24 0.00 83.0 -38.0 -84.83 0.00 PANEL 24 2.24 0.00 59.0 -43.0 -98.11 0.00 PANEL 25 2.24 0.00 35.0 -48.0 •107.28 0.00 PANEL 26 2.24 0.00 -35.0 -48.0 - 107.28 0.00 PANEL 27 2.24 0.00 -59.0 -43.0 -96.11 0.00 PANEL 28 2.24 0.00 -82.0 -40.0 -88.40 0.00 PANEL 29 2.15 0.00 -105.0 -32.0 -88.80 0.00 PANEL 30 1.98 D.00 -126.0 -20.0 -39.50 0.00 PANEL 31 1.61 0.00 -148.0 -8.0 -12.68 0.00 PANEL 32 0.00 2.53 -91.0 23.0 0.00 - 230.23 PANEL 33 0.00 9.01 -16.0 23.0 _ 0.00 - 158.56 PANEL 34 0.00 4.23 25.0 7.0 0.00 105.75 PANEL 35 0.00 2.53 82.0 17.0 0.00 207.46 £Rx 39.72 TyRx 17 ERy 30.81 £xRy 57 1 xcr I 1.55 I ycr I 0.43 1 L 6 BUILDING ONE North South Floor Distribution R05.xls . LATERAL DESIGN 2/24/2006 - - - - - -. - -- --- -.�. -._ -. - _.. - - - 4:25 PM.... -. HORIZONTAL DISTRIBUTION: 2ND FLOOR NORTH SOUTH DIRECTION DISTRIBUTION OF ULTIMATE LATERAL FORCES SHEAR = 512.00 k accidental x -ecc = 12.75 accidental y -ecc = 5.00 ex = 23.85 ey = 12.85 TORSION = 12214 ft-k Direct Torsion North South WALL Rx Ry dx dy Rd Rd2 FV _ FT FV + FT FV + FT PANEL 1 0.00 1.70 152.5 10.6 259 67254 23.65 4.52 28.16 23.65 PANEL 2 1.25 0.00 141.5 21.6 27 727 0.00 0.47 0.47 0.03 PANEL 3 0.00 2.17 129.5 32.6 281 79030 30.18 4.90 35.08 30.18 PANEL 4 1.25 0.00 118.5 43.6 54 2966 0.00 0.95 0.95 0.07 PANEL 5 0.00 2.17 106,5 55.6 231 53459 30.18 4.03 34.21 30.18 PANEL 6 1.66 0.00 91.5 64.6 107 11490 0.00 1.87 1.87 0.13 PANEL 7 2.68 0.00 72.5 53.6 143 20536 0.00 2.50 2.50 0.17 PANEL 8 2.11 0.00 54.5 47.6 100 10075 0.00 1.75 1.75 0.12 PANEL 9 0.00 1.66 44.5 54.6 74 5436 23.02 1.28 24.30 23.02 PANEL 10 1.42 0.00 30.5 59.6 85 7156 0.00 1.47 1.47 0.10 PANEL 11 1.42 0.00 -27.5 59.6 85 7156 0.00 1.47 1.47 0.10 PANEL 12 0.00 1.66 -41.5 54.6 -69 4706 23.02 -1.20 23.02 . 23.11 PANEL 13 2.11 0.00 -51.5 47.6 100 10075 0.00 1.75 1.75. 0.12 PANEL 14 2.06 0.00 -70.5 56.6 117 13581 0.00 2.03 2.03 0.14 PANEL 15 0.00 2.23 -86.5 54.6 -192 36999 30.95 -3.35 30.95 31.19 PANEL 16 0.15 0.00 -93.5 47.6 7 51 0.00 0.12 0.12 0.01 PANEL 17 0.00 1.91 -101.5 37.6 -193 37351 26.50 -3.37 26.50 26.74 PANEL 18 0.00 1.91 -116.5 15.6 -222 49212 26.50 -3.86 26.50 26.77 PANEL 19 0.15 0.00 -120.5 3.6 1 0 0.00 0.01 0.01 0.02 PANEL 20 0.00 2.23 -123.5 -6.4 -275 75448 30.95 -4.79 30.95 31.29 _ PANEL 21 1.82 0.00 -120.5 -20.4 -37 1382 0.00 -0.65 0.00 0.00 PANEL 22 2.50 0.00 -101.5 -31.4 -78 6149 0.00 -1.37 0.00 0.00 PANEL 23 2.24 0.00 -81.5 -38.4 -86 7377 0.00 -1.50 0.00 0.00 PANEL 24 2.24 0.00 -57.5 -43.4 -97 9421 0.00 -1.69 0.00 0.00 PANEL 25 2.24 0.00 -33.5 -48.4 -108 11715 0.00 -1.89 0.00 0.00 PANEL 26 2.24 0.00 36.5 -48.4 -108 11715 0.00 -1.89 0.00 0.00 PANEL 27 2.24 0.00 60.5 -43.4 -97 9421 0.00 -1.69 0.00 0.00 PANEL 28 2.24 0.00 83.5 -40.4 -90 8164 0.00 -1.57 0.00 0.00 PANEL 29 2.15 0.00 106.5 -32.4 -70 4861 0.00 -1.21 0.00 0.00 PANEL 30 1.98 0.00 127.5 -20.4 -40 1628 0.00 -0.70 0.00 _ 0.00 PANEL 31 1.61 0.00 149.5 -8.4 -14 184 0.00 -0.24 0.00 0.00 PANEL 32 0.00 2.53 92.5 22.6 234 54826 35.19 4.08 39.27 35.19 PANEL 33 0.00 9.91 17.5 22.6 174 30247 137.84 3.03 140.87 137.84 PANEL 34 0.00 4.23 -23.5 6.6 -99 9840 58.84 -1.73 58.84 58.97 PANEL 35 0.00 2.53 -80.5 16.6 -204 41428 35.19 -3.55 35.19 35.45 ER): 39.72 _ ERd2 701068 512.00 0.00 ERy 36.81 1 0 7520 INSULATED DECK /BUILT -UP BITUMINOUS ROOFING PART 1- GENERAL 1.1 SUMMARY C E I/ ED A. Section Includes: Ci7-y 2 6 2006 Bu,LDI V1S T / GARD 1. Preparation of roof deck to receive roofing membrane 2. Cant insulation. 3. Roof Insulation. 4. Roofing and flashing felts. 5. Accessories 1.2 SUBMITTALS A. Contractor to submit with bid, a listing of each installer, bid, and any extensions to the guarantee and maintenance agreement contained within this Section. B. Submittal Procedures: 1. Product Data: a. Membrane materials, base flashing, materials, and insulation. b. Insulation fastener layouts complying with FM Loss Prevention Data Sheet 1 -29 patterns for specified wind uplift resistance. Indicate number of insulation fasteners required and spacing of fasteners for field, perimeter, and corners for each pattern. 2. Shop Drawings: Indicate setting plan for insulation including fastener pattern, layout of roofing seams, direction of laps and base flashing details. 3. Assurance /Control Submittals: a. Certificates: Manufacturer certificate that components and products meet or exceed specified standards and complies with referenced standards. b. Qualification Documentation: Manufacturer certification indicating roofing applicator qualifications complying with requirements specified in Paragraph entitled "Applicator Qualifications" of this Section. 1.3 QUALITY ASSURANCE Tigard Triangle Commons - Buildings 1, 2, 3 Section 07520 Mildren Design Group, P.C. Insulated Deck /Built -up Bituminous Roofing Project Number 101100.01 Page 1 A. Applicator Qualifications: Company specializing in membrane roof application, with minimum of 5 years documented experience certified by roofing system manufacturer. B. Single Source Responsibility: Roofing system materials and components shall be supplied and warranted by membrane manufacturer for specified roofing system and specified membrane manufacturer's warranty shall be - in compliance with specified regulatory requirements. C. Guarantee: Perform work and make provisions to conform completely to manufacturer's requirements. Do not include fee in bid. Owner has option of requiring and if issued, fee will be paid by Owner. D. Minimum UL Class A system. E. Pre - Installation Conference: 1. Convene a Pre - Installation meeting at project site one week prior to commencing work of this Section. 2. Require attendance of parties directly affecting work of this Section. 3. Review preparation and installation procedures and coordinating and scheduling required with related work. 4. Agenda: a. Tour, inspect and discuss condition of substrate, roof drains, roof drain final locations, curbs, penetrations and other preparatory work performed by other trades. b. Review structural loading limitations of deck and inspect deck for loss of flatness and for required mechanical fastening. c. Review roofing system requirements (Drawings, Specifications, and other Contract Documents.) d. Review required submittals, both completed and yet to be completed. e. Review and finalize construction schedule related to roofing work and verify availability of materials, installer's personnel, equipment, and facilities needed to make progress and avoid delays. f. Review requirements for Manufacturer's Roofing Quality Control Inspector inspections, other inspections, testing, certifying, and material usage accounting procedures. g. Review weather and forecasted weather conditions, and procedures for coping with unfavorable conditions, including possibility of temporary roofing. h. Review safety precautions relating ro roofing installation. Tigard Triangle Commons - Buildings 1, 2, 3 Section 07520 Mildren Design Group, P.C. Insulated Deck /Built -up Bituminous Roofing Project Number 101100.01 Page 2 1.4 DELIVERY, STORAGE AND HANDLING A. Deliver materials in manufacturer's original containers, dry, undamaged, seals and labels intact. B. Store materials in weather protected environment, clear of ground and moisture. Protect foam insulation from direct sunlight exposure. Store roll materials standing on end. C. Protect adjacent materials and surfaces against damage from roofing work. Do not store materials on previously completed roofing. 1.5 PROJECT CONDITIONS OR SITE CONDITIONS A. Environmental Requirements: 1. Do not apply roofing membrane during inclement weather. When air temperature is expected to fall below 40 degrees F, follow specified Cold Weather Application Procedures. 2. Do not apply roofing membrane to wet, damp, or frozen deck surface or when precipitation is occurring. 3. Do not expose materials vulnerable to water or sun damage in quantities greater than can be weatherproofed during same day. 1.6 WARRANTY A. Manufacturer's Warranty: Furnish manufacturer's standard roof warranty on manufacturer's standard form, setting forth terms, conditions, and limitations for roof system materials. B. Installer's Warranty: 1. Furnish installer's roof and flashing warranty for a water tight roof and flashing system for not less than two years. 2. Installer shall replace defective roof and flashing systems which fail within two years after Substantial Completion without additional cost to the Owner. 3. Include materials and workmanship for the following items within Warranty: a. Membranes. b. Bituminous flashings, including metal flashings and accessories Tigard Triangle Commons - Buildings 1, 2, 3 Section 07520 Mildren Design Group, P.C. Insulated Deck /Built -up Bituminous Roofing Project Number 101100.01 Page 3 supplied by roofing membrane manufacturer. c. Insulation. d. Asphalt bitumen. e. Fasteners and adhesives. 1.7 MAINTENANCE A. Roof Membrane and Roof Flashing Maintenance: 1. Contractor and roofing installer shall inspect the roof and flashing assembly and make emergency repairs within 24 hours after receiving notification from the Owner. 2. Contractor and roofing installer shall restore defective roof assembly to meet requirements of the original specification within 30 days, except when permitted by the Owner. 3. The cost for repair of roof and flashing leaks caused by abuse from the Owner's personnel, tenant, other contractors, unnatural climatic conditions including lightning and hail, will be paid by Owner. 4. Agreement to maintain roofing system shall be in written form acceptable to Owner. PART 2- PRODUCTS 2.1 ROOF SYSTEM COMPONENTS A. Built -up Roof Assembly: 1. Schuller 4GIC or approved substitution. a. Ply sheets: Glas Ply Premier roofing felt complying with ASTM D2178, Type VI, Table 1 and 2. b. Cap: Glas Kap Plus. c. Flashings: Dynaflex membrane having a tensile strength of 170 pounds machine direction and 115 pounds cross direction lb. /in. at 0 degrees F., as recommended by NBS Building Science Series 55. B. Insulation System 1. Polyisocyanurate, insulation panels. a. Minimum age rated thermal resistance: R -19 (1) Utilize formula of 5.56 of "R" value per inch of foam. (2) Meeting FS HH -I- 1972/2 and ASTM C 1289. 2. Perlite insulation panels: Minimum lh inch thickness. Tigard Triangle Commons - Buildings 1, 2, 3 Section 07520 Mildren Design Group, P.C. Insulated Deck /Built -up Bituminous Roofing Project Number 101100.01 Page 4 C. Cant Strips: 1. Industry Standard: ASTM C 208, Perlite. 2. Minimum Size: 4" face. D. Walkway Pads: Manufacturer's standard roof walkway pads not less than 12 inches by 24 inches in black color. E. Fasteners and Accessories: 1. Provide all necessary mechanical fasteners and accessories made or recommended by roofing manufacturer required for complete installation. PART 3- EXECUTION 3.1 EXAMINATION A. Verification of Conditions: 1. Examine substrates and conditions under which roof system is to be installed. 2. Examine wood deck nailing and deck openings prior to starting work. 3. Remove all nails or fasteners not completely embedded in roof structure. 4. Do not proceed with roof work until unsatisfactory conditions have been corrected. 5. Proceeding with work constitutes acceptance of existing conditions. 6. Apply and install built -up roofing without interruptions until complete, or cover and protect exposed edges of roofing at end of each work day with glaze coat of bitumen. 3.2 PREPARATION A. Provide covers and other means of protection as necessary to protect building surfaces against damage during roofing work. B. Where work shall continue over finished roof membrane, protect surfaces. • 3.3 ROOF INSULATION INSTALLATION A. Multiple Layer Installation: Tigard Triangle Commons - Buildings 1, 2, 3 Section 07520 Mildren Design Group, P.C. Insulated Deck /Built -up Bituminous Roofing Project Number 101100.01 Page 5 1. Place long edge of board perpendicular to roof slope, forming joint over solid bearing. Lay insulation units with long edge joints continuous and end joints staggered. Mechanically fasten first layer of insulation to deck with FM approved fasteners and plates. Provide minimum of (11) eleven fasteners per 4 foot x 8 foot insulation panel. 2. Solid mop second layer on insulation to meet specified wind uplift resistance requirements, with joints offset a minimum of 6 inches from first layer. Place boards with end joints staggered. Mechanical attachment of second layer of insulation is unacceptable and will be cause for rejection. B. Lay insulation boards to moderate contact without forcing joints. Cut insulation to fit neatly to perimeter blocking and around protrusions through roof. 1. Gaps between insulation boards, nailers, and penetrations or 1/4 inch or greater are not acceptable. C. Place roof crickets and tapered insulation to required slope pattern in accordance with manufacturer's published instructions. D. Apply no more insulation than can be sealed with membrane in same day. 3.4 MEMBRANE INSTALLATION A. Dryness of Structure: Do not commence installation of roofing over roof system until all substrate are sufficiently dry to satisfactorily receive installation. B. Maximum Kettle Temperature: 1. Heat asphalt to 500 degrees F. maximum except 475 degrees F. maximum for Type I asphalt. 2. Do not exceed maximum temperatures published by the membrane manufacturer for each type of asphalt. C. Minimum Asphalt Temperature at Point of Application: 1. Not less than 350 degrees F. for Type I and II asphalt and not less than 400 degrees F. for Type III and IV asphalt. 2. Do not apply asphalt below minimum temperatures published by the membrane manufacturer for each type of asphalt. Tigard Triangle Commons - Buildings 1, 2, 3 Section 07520 Mildren Design Group, P.C. Insulated Deck /Built -up Bituminous Roofing Project Number 101100.01 Page 6 D. Installation of Base and Flashing Sheets: 1. Install base sheets in accordance with manufacturer's printed instructions, with membrane manufacturer's recommended lap at edges and ends. 2. Install flashing sheets to comply with membrane manufacturer's standard detail for each field condition. E. Installation of Insulation Materials: In angles of roof deck and vertical walls or curbs, provide the indicated cant strips, fitting flush at ends and to wall surface. Anchor to substrate as recommended by membrane manufacturer. F. Installation of Roofing and Flashing Felts and Coatings: 1. Install base sheet or vapor retarder, roofing felts, bitumen, and surface materials in accordance with felt manufacturer's printed instructions. 2. Install flashing sheets to comply with felt membrane manufacturer's standard detail for each field condition. 3. Install mineral surface cap sheets in cut and flop method with lengths not to exceed 16' -0 ". 4. Stagger cap sheet end joints 48" minimum. 5. Apply color matching cap sheet granules to asphalt exposed after installation of mineral cap sheets. G. Vent Pipe Flashing: 1. Install flashing, set on top of first ply of base sheet and seal with a 6" wide strip of flashing set in asphalt. 2. Cut a collar of base sheet to fit around the vent and overlap the flange 12" on all sides, placed in asphalt. 3. After roofing has been applied, form a plastic cant around base of vent. H. Walkway Pads: Mop in and seal modified bitumen walkway pads from roof hatch to and 360 degrees around rooftop mechanical units. Provide minimum 1 inch gap between perpendicular pads to allow for positive drainage. I. Cold Weather Application Procedures: When air temperatures is expected to fall below 40 degrees F, follow Cold Weather Application Procedures as follows: 1. Store materials in heated storage units (minimum temperature 55 degrees F) prior to installation. Store materials on end only. 2. Use insulated asphalt lines and roof top equipment. 3. Fiberglass Ply Felt Installation: Do not mop asphalt more than 6 feet ahead Tigard Triangle Commons - Buildings 1, 2, 3 Section 07520 Mildren Design Group, P.C. Insulated Deck /Built -up Bituminous Roofing Project Number 101100.01 Page 7 of the roll; embed rolls into hot asphalt immediately. 4. Cap Sheet Installation: a. Mopping asphalt shall have an EVT to accommodate minimum mop temperature of 425 degrees F. b. Do not mop asphalt more than 3 to 4 feet in front of roll; embed rolls into hot asphalt immediately. "Walk in" edges of sheet at side laps. c. In extreme conditions, completely unroll cap sheet prior to placement, turn dark side up, and place in direct sunlight for minimum of 15 minutes or until there are no apparent waves in sheet. Re -roll or scroll sheet and move into position for mopping. 5. Phased installation of roofing membranes will not be permitted. 3.5 COMPLETION A. Adjusting Defective Work: Repair defective felts, flashings, and cap sheets. B. Final Cleaning: 1. Remove excess asphalt from adjacent finished surfaces. 2. Remove excess materials from the site. C. Protection of Installed Work: 1. Cover and protect membrane assembly from moisture prior to completion. 2. Cover exposed insulation and flash exposed roof assembly edges at end of each workday. 3. Protect membrane assembly from exposure to construction traffic. "SECTION END" Tigard Triangle Commons - Buildings 1, 2, 3 Section 07520 Mildren Design Group, P.C. Insulated Deck /Built -up Bituminous Roofing Project Number 101100.01 Page 8 Site Address: � Letter of Transmittal Ali . 4 i Building Division City �f Tigard _ \hi DATE RECEIVED: TO: _ DEPT: BUILDING DIVISION N E D 1 'G CITY OF T 3AFD FROM: At..1 V a c2_ p: to D;NC ,DI VjSIC,N COMPANY: -t c..t,p 5.e- Ca.cor ------ PHONE NO.: X0'3.244.0sS2- I By: RE: rl po -- 00 o_b Case umber, site address, etc.) f1, ( uc 1 d-1 1 , roject nand or subdivision name and lot numbe ) I 14p ATTACHED ARE THE o ,J of FOLLOWING ITEMS: Sf I 1 Copies: :I: Description:. p Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor /roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Z. - Other (explain): SnEocrtni - ku ecv, et J C ekrr gesec4.Azec, REMARKS: Le' * /2- Wf°t�11 Tc Ft t Lu'C.ie._ C...c L I i Tl m rp Lite.- - For Office Use Only: Routed to Permit Technician: Date: Initials: Fees Due: $ Date: Initials: Reprint Permit (per Plans Examiner): Yes: _ No: Notified Applicant: Date: Initials: i:Building \Forms \LetterTransmittal.doc 1/6/04 AA! donee associates, inc. RECEIVPD 4 2_006 ENGINEERING CITY OF TIGARD BUILDING DIVISION Response to City of Tigard Plan Review Comments Tigard Triangle Commons Building One Permit Number: BUP2006 -00206 AAI Project No.: A05224.01 The following responds to the Structural Engineering plan review comments provided by Ray Miller of Miller Consulting Engineers on behalf of the City of Tigard. The response numbers correspond to the plan review item numbers with the necessary references to the drawings, calculations and the attached supplementary calculations and materials, referred to as the Response Package. Item 6: Periodic Inspections are described in Program Note 6: Defuutions, B. A description of the Periodic Inspection requirements for each material has been added in the Remarks column of the Special Inspection Program on Sheet S1.0. Item 19: The detail references in the notes of Details 16/S3.2 and 17/S3.2 are revised on the resubmitted Permit Set of drawings. These details no longer reference details on Sheet S5.5. Item 28: For Detail 1/S5.3, the 6 -bolt connection per Detail 1 /S5.1 designates a 5/16 -inch fillet weld to the embed plate. For Detail 3/S5.3, the 4 -bolt connection per Detail 1 /S5.1 designates a 5/16 -inch fillet weld to the embed plate. A 5/16" fillet weld symbol is added to Detail 1/S5.3 and Detail 3/S5.3 for clarity. The calculations that verify the capacity of these welds to carry the design loads were provided in the previous Response Package. Item 33: A 5/16" fillet weld symbol is added to connect the shear tab plate to the column faceplate. The calculations that verify the capacity of the connection are provided on Sheets D -18 through D -20 of the Permit Calculation Package. Please contact me if you have any questions regarding these responses to your plan review comments. Sincerel , 1 I r#4 Stev Young, SE Pro' ect Mana: er 444 R .rd Amodeo, S • Principal 4875 SW Griffith Drive 'Suite 300 1 Beaverton, OR 1 97005 • 503.620.30301 tel 503.620.5539 1 fax w w w. a a 1 e n g. c o m CAV4- • ' • • - - -0,:' .,-. 1 0 - 1 • ..‘_ ul - — Tyvir•e7 LA- PROVIDE EMSED CONNECT IONS EACH SIDE OF BEAM CONNECTION l' FROM • . , CENTERL INE OF E3E4M TO CENTERL INE 4 OF EMBED PLATE PER 1/S5.1 4 ' W24 BEAM PER PLAN W/ (6 ) SOLT - ' • CONNECT ION PER I/S5.1 1 I 4 .' • Li . .4 1 wow • ■ . • i - TO. SEAM , _. . S I ' a„,Q11111i■, : T.O. PLATE • g d . 1 0 • . • I NOTE: ' • clTh.o.,..._. A W24 SEAMS THAT HAVE CONN. TO ,-,. .. c .14,,,,,,,,.....7 Z CONC. PANELS AT EACH END • .'\ELO PROVIDE (6 ) SOLT CONNECTION IN SHORT SLOTTED HORIZONTAL HOLES. DO NOT WELD SHEAR • - 0 TAB TO . SEAM ' ' I • / 2 V2 /le. V 23 I le' 4 2 V2 • : 47 EMBED PLATE PER 3/55.3 CONCRETE PANEL PER SI-IT S31 0 . li)24 15E4M CONNECTION AT CONCRETE PANEL ,. I 53 22450301 EMO SCALE: 1" essimmannumm mummilimmennsms Triangle Commons - Bldg. 1 Date: 11 August 2006 _ ..2GHAN ASSOCIATES INC. Drawn by: Checked by: CONSULTING ENGINEERS Structural Details CLC HRA Revisions: 5960 S.W. earns SL Suite 200, Tigard, Oregon 97223 Sheet A.1-S5.3-1 15031 620.3030 Fen: 520-6539 Al 11 August 2006 AA1 JOB NO. A05224.04 Addendum *1 Job Number: 101100.01 i k fir AEG 1° 'N :Z1 1 - 1 — ' j ii ls CONC. PANEL, SEE ELEV. ON S3.1 4� . a " 1/4 a L5x5x5/16 LEDGER PER - 1/65.I Q - .3 • CONC PER PLREAN TE OVER METAL DECK AT SIM: ROOF DECK PER PLAN ® T.O. SLAB T.O. IRATE N-------D . ' • . -a � ° • " • © 1 O N A z 1 K " •:a . I O 0 a - n - 1 0■' > • I ♦ -11 ♦ I >_. >_ - A . \— UJIDE FLANGE BEAM PER PLAN W/ 4 (4) BOLT CONNECTION PER I/55.1 d ® 3 l i 5/I& V I8 \ 12 IR 3/4'x14x2' -0' W/ (6) 1/8'4x6' EMBED HEADED SCUDS AT II' O.C. 3 W1& E3EAM CONNECTION AT CONCRETE PANEL 5.3 22450303 EMO LI133032 SCALE: I" = 1' -0" Triangle Commons - Bldg. 1 Date: 11 August 2006 r'GHAN ASSOCIATES INC. Drawn by: Checked by: CONSULTING ENGINEERS Structural Details CLC HRA 6960 S.W. Vern SL 200, Tigard. Ore000 97223 Revisions: Sheet A 1- S5.3 -2 15031620 -3030 Fox: 820-5539 Al 11 August 2006 AAI JOS N0. A05224.04 Addendum *1 Job Number: 101100.01 . , qc F.C.,7EN":- AUG C5WBx0 .•.' ? Ui 1 1.,3A . 1-1554x4x1/4x0 HEADED STUDS Zs, . , . ..1... (...) le il 7 4 - 0 fE 1/2x10x1 1 ,m . l e 2 1/2x4x1 W/ 7f) T E.l3. AS REQ'ID L •-■-.4-------!* <1 0 I 0 _, CV TT/I)(6 1 TTF> 1/4 V , (1/4) 1E 1/2x10x1 1-165Sx8 COLUMN IN 1 PLAN la W24 E3E,41•1 AT -4SSSxS IBEAM 5 22450318 EMO SCALE: 1 1/2" = 1'-0" Triangle Commons - Bldg. 1 Date: 11 August 2006 IGHAN ASSOCIATES INC. ri, Drawn by: - Checked by: CONSULTING ENGINEERS Structural Details CLC HRA Revisions: 6960 S.W. Varna SI. Sults 200, Uperd, Oregon 91223 Sheet Al-S5.3-3 15031 620.3030 Fax: 620-6539 A1 11 August 2006 AA, JOB HO. A05221.04 Addendum * I Job Number: 101100.01 SPECIAL INSPECTION PROGRAM °° r ", �'v^ } . * ESTABLISHED PER CHAPTER 17 OF THE 2003 INTERNATIONAL BUILDING CODE (IBC) * UNLESS NOTED OTHERWISE, ALL SPECIAL INSPECTIONS SHALL BE CONTINUOUS hur, XIN I TYPE OF WORK PERIODIC I COMNEN1 SOILS 7 ' ny{� � GRADING, EXCAVATION & FILL REF. GEOTECHNICA R R T ' FOUNDATION BEARING SURFACE REF. GEOTECHNICAL REPORT (PRIOR TO REBAR PLACEMENT) CONCRETE I ( ,,-,,-,,,,,,,,,,,,,,,-,,,--,,-...-1 PLACEMENT OF REINFORCING STEEL ( ( X VERIFY SIZE & SPACING PRIOR TO POUR EMBED PLATE INSTALLATION ( X VERIFY CONFIGURATION & SPACING )� BOLTS CAST IN CONCRETE ( X VERIFY SIZE & SPACING PRIOR TO POUR PLACING OF REINFORCED CONCRETE ( VERIFY MIX AND MEMBER GEOMETRIES ) TAKING OF TEST SPECIMENS STRUCTURAL WELDING AND HIGH STRENGTH BOLTING �) SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" X VISUALLY INSPECT ALL WELDS AS PER AWS 01.1 FILLET WELDS EXCEEDING 5/16" t ` GROOVE WELDS AND COMPLETE PENETRATIONS (( ULTRASONIC OR AS APPROVED ) FLOOR AND ROOF DECKING ( X VISUALLY INSPECT ALL WELDS AS PER AWS DI.3 ); WELDED STUDS S l WELDED COLD FORMED FRAMING ` X VERIFY SIZE, SPACING & DETAILS WELDED STAIR AND RAILING SYSTEMS ` X INSPECT ASSEMBLY & CANMECTION PRIOR TO INSTALLATION i WELDED OF A 706 REINFORCING STEEL FOR EMBEDS ` ) - LARGER THAN /5 ` ) - #5 AND SMALLER X VISALLY INSPECT ALL WELDS AS PER AWS 01.4 ) HIGH STRENGTH BOLTING ` X SNUG - TIGHTENED JOINTS, INCLUDES ) ( MATERIAL VERIFICATION ) , STRUCTURAL MASONRY }� ) PRISM PREPARATION / TEST SPECIMENS ) UNIT PLACEMENT PLACEMENT OF REINFORCING STEEL VERIFY SIZE AND SPACING PROIR TO GROUTING i GROUT SPACE ( X VERIFY CLEANOUT & CLEARANCES GROUT PLACEMENT ( ) 1 OTHER STRUCTURAL STEEL FABRICATION & ERECTION L X VERI SI SP 1NG & DETAILS 3 BRACED FRAMES & ASSOCIATED CONNECTIONS SEE PLANS FOR LOCATIONS wVVVW Triangle Commons - Bldg. 1 Date: 11 August 2006 'GHAN ASSOCIATES INC. Drawn by: Checked by: CONSULTING ENGINEERS Structural General Notes CLC HRA Revisions: Sheet A 1 -S 1.0 -1 6960 S.W. Verna SI. Sulle 200, Tigard, Oregon 97223 1603) 620-3030 Few: 620 -5539 A 1 11 August 2006 AAI JOB NO. A05224.04 Addendum * I Job Number: 101100.01 . Site Address: Rff5-0 _,`; 67,-1-1 ,N,t: A t, Building Division r � J► Transm Letter City of Tigard DATE RECEIVED,:-- - TO: I -L Zet.-- DEPT: BUILDING DIVISION � `Cry FROM: - 1;21,-3 V,{! .- {4 ` '• COMPANY: 'N1 P} l , ; e �, PHONE NO.: 0S m� 5a 3 -244 � _ RE: /I SSU . J 67TH 4v E (Case number, site address, etc.) -7 `4 paw <o_coa -Der "re, mu, Ta_44,.3 1 u. Cr-t :,3 s t.:; ■ �.ri 04ve (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: • Copies: 1 Description: 1 Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor /roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. 2 Other (explain): »r am /,..),4, 4 . CA-L.cu A-r7,,,i REMARKS: T',0 - n4,- l� a:.c -r n r ,1 I-1 t ...4 .� i Miwc - v_ 6. .,, FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: ❑ Yes ❑ No Fee Description: Amount Due: $ $ $ $ Special $ Instructions: Reprint Permit (per PE): ❑ Yes ❑ No _ ❑ Done _ Applicant Notified: Date: Initials: 1: Building \Forms\LetterTransmittal.doc 01/17/06 1 ,kovi an Le g x / .v*• • • 6 100 7. CP1 B voil) Cr 1 r/hon Cova(- 'o/✓ /V'orn,a/ 44--"Ve irtAAf a /at Fe rfh f, -.esSu re -- g f 44" WI-7177,06 6 o c 1 6 X N0 / m a 4 e,'So, /' - 6 L' 6 /7 Ul i zirYxat Gvo d - /r o x- ° • C. -17'e - s.0.9. redvcx-s /-'/ by 6 ley = l8, ---7 u_s e /7, 5 /z,- At = 3 r-rf- (k/ use / /f /2, = 6, 54 lv /` is , A( - 1 /.o` use l �.5 / = /, D? A H - 0 7 z = b 5 1/ 2 kFGHAN ASSOCIATES, INC. T 1 G A /Lo T A �� ~' BY DATE 3' 0 6 CONSULTING ENGINEERS p, C-P' G # 1 52 z� JOB NO 6960 S.W. VARNS St, SUITE 200 TIGARD, OREGDN 97223 (503) 620.3930, FAX 620-5539 SHEET 7~1 OF \ 1 � 1 1 , / r� Cl /Z " - l �j, 9� - � � �" ,X7 /3 ° 1 i / rl y A-5 7- , 7 ,' 7 e /0 o rG, /-/ ; ,4- ? , i 2 / /� @ /v a. a, 4y (P, -r) mix, 7`r, % 4'// I i flab wv9l1 -( / 5 7? = 300, p if 1 gee "5 - 4c.-e_ .-o s//S) _ , re duce- load 1 /a /4 3,q / 0 5 / / * n e-e: d # ¢ 6 rs @ 2Z. g pr o,c- . Ao,j z4 " r , , ; r- vn /° " bars ' ' U 414 /4. N� / wa fl -747 - �rAn5er So / me amc�v'n� oI /�xv Gam' �e n.p 0 r- r e -/ i�:�v wall 7v 41 �0 se Qk-�er,0, -- kac 2 ,6` // /s n e9 /e / ra Irhi/ to o J pro Gva 1/ e$ ant // GoNaa' ; 0 11 l , D r X C 8 / p/ 3/. 0 ' x 49 19 = l z40 p l � O i7plA 5110 cies ove,11 co,,vd,'kow; ' // Flo`x /? ps /_ 776p// 7 10 S 1/ 3 /0 vnl n 1FGHAN ASSOCIATES, INC. T ! 6 Ali--12 r /A 111 & By P. 4DATE / J Q CONSULTING ENGINEERS /7 t,„p / Z 7 JOB NO 6960 S.W. 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VARNS ST., SUITE 200 TIGARD, OREGON 97223 SHEET OF (/ (503) 620-3030, FAX 620.5539 l l G ; /Z-e7 ) a' /Sid n c..2_ = / ✓ k Z - , Q - /a/---- 3, 6 0 A-1 1 p ; /2.e y ( J / 7r ,Ge c /p9 /2e rc) , 6.69 /4-44 = /b, D #1 /1- c /2e9 d = 3.6o /v // — 2,/9 /, 4-/ / ( /7 ; ba /once_ / d = (o, 313 14—/f- -- 3, o/ /� /� = 3. 77 /4-64 E /3 /anGer /�� - /o o 4- /14L - 3 9 le - 9, 6 S /1-( ddi,,410N'a/ SoiI VV el4'! x c- c : 5, 5D Pf x , 3 5 = 1, 93 /-- // !, 4/ /mil - - oh- d; / /,O (/ x - .35 = 3 / / - ' 7 A nk � /7 6/ /// X 3 5 6,46 ,n6S /e-(f- „ o� W // / Aave erc Qv? +vve�h� reS5.6 S /%aG,'n.9 ev -h /I /,r, e � .e w e; ?Al pa /Loi Overa i/ G /b haf rf LP j ' G�i 57 6 S/ "-. ,Dvnrda 1-to ^J cJ I � c 5.0. , re 5 -,l - a /' %S / fie - p /' /,t.e r e o:; or» ti- >l,'d.✓, 6vf 6ec av-5e ;T Xas / 7 6 07 41 7 �o /emporary c_a nh lever C ,4 rd; 74 C4Ad'2 is 74' f9 75 if - N e c-e s s a r y r 5,4-am-p-d 4 , y 0 v .41 n -01 -u ke? 7 6 a /Amex_ s /i' di Ate/ (60.d ,h 1-ip 54,6. � ¢0 � 1- Act' a.4 ►e I -a/n(3 ' 0 • 1/ t/ 1i ¢ Z 1r !� / d :4 di) e lle / � � 69 17.11 7e. 1� �1G c 4 N ' �v 77 /1J c_tyv /o Ad s4r @ S — A 6- @ _,, 1 AFGHAN ASSOCIATES, INC. 77 GA P - - d T / A N 6- L BY / 4 . DATE .C)'6 CONSULTING ENGINEERS R u. /NG / JOB NO 5 '7-77, 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 (� (503) 620.3030, FAX 620.5539 SHEET r 5 OF G e Cu,,, .,4/ Bever Go is c rot = 7 ,561--0)5)(1.5)( 37 . / x `/ G; AG cL e T = / /,0(ILO( /)(//3) = g d ; ( z @ c ( ✓ @ rm.= ( 4 ) ) C ( 4 , 6 ) 0 / 3 96 = /4o Z, 7/ 4 @ e C4 /3) - 146a/21 L1 e j = 6 OlJ( - 37 o i py 03/ re Id) d @ c - /.4601)/1‘ c)7, / ' 693 /o/- C3vi reg A a b = 26 000 - /¢o 2 = 1 / n 8 p/A `55 re-q(c1) it A 0 _ ¢a ac i� 1-1 6 a 636' req ( c/) 5/4 $/• et; n- JZe.ris oce - ?0 k 625. QSf X , 39 'r /76? p/ 5/och -fliv g'rad'e TS re all 7 Gv ay aura ss' 147 o � p . O 5 ; •J r% o - 4 . - � - A n s L s /da al / 5e ( / 4 0 , h a /An cx-S 5o v7 en j S• o . . on rt-e e-0/ J 'n I 40 e s��r e Sot en a� r l�vac,/S n�or�r� -' -��So� li (A) N _ if 6 C I,? - 3, 0 7 lz-( ?or D 9" d 48 D triM I mi."797 s I ez-/ 1`S . v fe.- e 5, 0.9, ch6r rrr�m 6- A- 772 - /,4/v �� AFGHAN ASSOCIATES, INC. �� B,��' ' =DATE .3 b CONSULTING ENGINEERS U f L - b / ' C / �Z7 6960 S.W. VARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 6r it (503) 620 -3030, FAX 620-5539 SHEET OF Title : Job # Dsgnr: Date: 4:09PM, 6 MAR 06 Description : Scope : Rev: 560100 f User, KW- 0604904, Ver5.6.1,25 -o« -2002 Cantilevered Retaining Wall Design Page 1 : y i (0)1963 -2002 ENERCALC Engineering Software i Description I Criteria Soil Data Footing Strengths & Dimensions Retained Height = 18.00 ft Allow Soil Bearing = 3,000.0 psf fc = 4,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 3.00 ft ' ■ Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 9.75 Height of Soll over Toe = 6.00 In Passive Pressure = 250.0 Total Footing Width = 12.15 - Soll Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 28.00 in FootingIISoil Friction = 0.350 Key Width = 0,00 In Wind on Stem = 0.0 psf Soll height to Ignore Key Depth = 0.00 I n for passive pressure = 0.00 In Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 In @ Btm.= 3.00 In Design Summary Stem Construction Top Stem -` Stem OK Total Bearing Load = 26,981 lbs Design height ft= 0.00 ...resultant ecc. = 7.81 In Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 2,765 psf OK Thickness 15.50 Size ss Soll Pressure @ Heel = 1,468 psf OK Rebar Size = # 8 A Rebar Spacing = 7.75 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 3,577 psf tb /FB + fa /Fa = 0.993 ACI Factored @ Heel = 1,899 psf Total Force © Section Ibs = 11,016.0 Footing Shear @ Toe = 9.6 psi OK Moment....Actual ft-#= 66,096.0 U Footing Shear © Heel = 105.7 psi OK Moment Allowable = 66,592.9 Allowable = 107.5 psi Shear Actual psi = 70.6 Wall Stability Ratios Shear Allowable psi = 107.5 Overturning = 3.76 OK Sliding = 1.26 Ratio < 1.5! Bar Develop ABOVE Ht. In = 37.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. In = 13.17 Lateral Sliding Force = 8,268.9 lbs Wall Weight = 187.3 less 100% Passive Force= - 1,003.5 lbs Rebar Depth 'd' In = 13.00 Tess 100% Friction Force= - 9,443.4 lbs Masonry Data psi - fm Added Force Req'd = 0.0 Ibs OK Fs psi = ....for 1.5: 1 Stability = 1,956.4 Ibs NG Solid Grouting = Footing Design Results Special Inspection = - Modular Ratio 'n' = Toe Heel Short Term Factor Factored Pressure = 3,577 1,899 psf Equiv. Solid Thick. = Mu' : Upward = 15,503 0 ft -# Masonry Block Type = Normal Weight Mu' : Downward = 2,552 0 ft-# Concrete Data Mu: Design = 12,952 66,096 ft-# fc psi = 4,000.0 Actual 1 -Way Shear = 9.61 105.69 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 107.52 107.52 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 8 @ 10.00 In Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 8 @ 10.00 In Heel: #4@ 3.00 in, #5© 4.75 In, #6@ 6.75 In, #7@ 9.00 in, #8@ 11.75 In, #9© 15.00 Key Reinforcing = None Spec'd Key: No key defined • } ot 7 0 TItIe : Job # • Dsgnr: Date: 4:09PM, 6 MAR 06 Description : Scope : Rev: 560100 ` oje: eKW0020EN4 ,Ver5,.1,25- 0cl- 200(lware Cantilevered Retaining Wall Design Page, 2i Description • L Summa of Overturning &Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft -# Heel Active Pressure = 8,268.9 6.78 56,044.7 Soil Over Heel = 16,747.5 8.52 142,702,7 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem .= 0.00 Load @ Stem Above Soli = Soli Over Toe = 165.0 1.50 247.5 SelsmlcLoad = Surcharge Over Toe = Stem Welght(s) = 3,558,5 3.65 12,973.8 Total - 8,268.9 O.T.M. = 56,044.7 Earth @ Stem Transitions= • Resisting /Overturning Ratio = 3.76 • Footing Weight = 4,462.5 6.38 28,448.3 Vertical Loads used for Soil Pressure = 26,981.2 Ibs Key Weight = Vert. Component = 2,047.7 12.75 26,108.5 Vertical component of active pressure used for soli pressure Total = 26,981.2 Ibs R.M.= 210,480.7 ' !I • • " t : li,, Title : Job # Dsgnr: Date: 2:22PM, 6 MAR 06 Description : Scope : L L Rey: 660100 Cantilevered Retaining Wall Design Page Description Criteria 1 Solt Data 1 Footing Strengths & Dimensions Retained Height = 14.50 ft Allow Soil Bearing = 3,000.0 psf fc = 4,000 psi Fy = 60,000 psi ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Wail height above soil = 1.00 ft Wall Slope Behind Wall = 0.00 Heel Active Pressure 40.0 Toe Width = 1.83 ft Toe Active Pressure = 0.0 Heel Width = 9.08 Height of Soil over Toe = 6.00 In Passive Pressure = 250,0 Total Footing Width = 10.9f Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 24.00 In FootingliSoll Friction = 0,300 Wind on Stem = 0.0 psf Soil height to Ignore Key Width = 0.00 In for passive pressure = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 In @ Btm.= 3.00 In Design Summa Stem Construction ,, Top Stem Total Bearing Load = 20,047 Ibs Design height ft = 0.00 ...resultant ecc. = 7.37 In Wall Material Above "Ht" = Concrete Solt Pressure @ Toe = 2,458 psf OK Thickness = 15.50 Solt Pressure @ Heel = 1,217 psf OK Rebar S Rebar Spacing = 11.75 # 5 3,000 p Allowable = psf Rebar Placed at = Edge Solt Pressure Less Than Allowable Design Data ACI Factored @ Toe = 3,210 psf fb /FB + fa /Fa = 0.994 ACI Factored @Heel = 1,589 psf Total Force @ Section Ibs 7,148.5 Footing Shear @ Toe = 1.3 psi OK Moment....Actual ft-# = 34,551.1 Footing Shear @ Heel = 93.3 psi OK Moment Allowable = 34,773.0 Allowable = 107.5 psi Shear Actual psi = 45.6 Wall Stability Ratios Shear Allowable psi = 107.5 Overturning = 4.24 OK Sliding = 1.25 Ratio < 1.51 Bar Develop ABOVE Ht. in = 32.37 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 11.54 Lateral Sliding Force = 5,445.0 Ibs Wall Weight = 187.3 less 100% Passive Force= - 781.3 Ibs Rebar Depth 'd' In = 13.06 less 100% Friction Force= - 6,014.2 Ibs Masonry Data psi - fm Added Force Req'd = 0.0 Ibs OK Fs psi = ....for 1.5 : 1 Stability = 1,372.0 Ibs NG Solid Grouting = Footing Design Results Special Inspection - Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 3,210 1,589 psf Equiv. Solid Thick. = Mu' : Upward = 5,223 0 ft-# Masonry Block Type = Normal Weight ' Mu' : Downward = 832 0 ft-# Concrete Data Mu: Design = 4,391 34,551 ft -# fc psi = 4,000.0 Actual 1 -Way Shear = 1.34 93.31 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 107.52 107.52 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 7 @ 12.00 In Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 7 @ 1 2,00 In Heel: #4@ 5.00 in, #5@ 7.50 In, #6@ 10.50 In, #7@ 14.50 In, #8@ 19.00 In, #9@ 24. Key Reinforcing = None Spec'd Key: No key defined G `i'1)' Title : Job # Dsgnr: Date: 2:22PM, 6 MAR 06 Description : Scope: Rev. 660100 User: KW- 0604904,Ver 6.6.1,25 - 001 -2002 Cantilevered Retaining Wall Design Page 2 II (0)1963 -2002 ENERCALC Engineering Software Description L Summa of Overturnin• & Resistin • Forces & Moments j OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft -# Heel Active Pressure = 5,445.0 5.50 29,947.5 Soil Over Heel = 12,422.4 7.02 87,153.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soll = Soll Over Toe = 100.7 0.92 92.1 SelsmicLoad = Surcharge Over Toe = Stem Weight(s) = 2,903.0 2.48 7,187.4 Total = 5,445.0 O.T.M. = 29,947.5 Earth © Stem Transitions= Resisting /Overturning Ratio = 4.24 Footing Weight = 3,273.0 5.46 17,854.1 Vertical Loads used for Soil Pressure = 20,047.5 Ibs Key Weight = Vert. Component = 1,348.4 10.91 14,711.2 Vertical component of active pressure used for soil pressure Total = 20,047.5 Ibs R.M.= 126,998.2 Ot RA Title : Job # Dsgnr: Date: 3:58PM, 6 MAR 06 Description : Scope : Rev: 560100 User: KW -0604904 Ver5.6.1,25 -Oct -2002 Cantilevered Retaining Wall Design Page 1 (c)1903 -2002 ENEACALC Engineering Software Description Criteria N Soil Data 0 Footing Strengths & Dimensions Retained Height = 14.50 ft Allow Soll Bearing = 3,000.0 psf fc = 4,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 1.83 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 7.75 Height of Soll over Toe = 6.00 In Passive Pressure = 250.0 Total Footing Width = 9.58 Soil Density = 110.00 pcf Water height over heel = 0.0 ft - FootingllSoli Friction = 0.350 Footing Thickness 20.00 in Wind on Stem = 0.0 psf Soil height to Ignore Key Width = 0.00 in for passive pressure = 0.00 In Key Depth = 0.00 In Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 In @ Btm.= 3.00 in Design Summary 0 Stem Construction Top Stem Stem OK Total Bearing Load = 16,994 Ibs Design height . ft = 0.00 ...resultant ecc. = 9.18 In Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 2,624 psf OK Thickness = 15.50 S ss Soli Pressure @ Heel = 924 psf OK Rebar Size # 7 = Allowable = 3,000 psf Rebar Spacing 11.25 Rebar Placed at = Edge Soli Pressure Less Than Allowable ACI Factored @ Toe = 3,393 psf Design Data ACI Factored @ Heel = 1,195 psf fb /FB + fa/Fa = 0.953 Footing Shear @Toe = 6.7 psi OK Total Force @ Section Ibs = 7,148.5 Moment Actual ft- #= 34,551.1 Footing Shear @ Heel = 95.4 psi OK Moment Allowable = 36,260.6 Allowable = 107.5 psi Shear Actual psi = 45.6 Wall Overturning = 3.43 OK Stability Ratios ' Shear Allowable psi = 107.5 9 Sliding = 1.25 Ratio < 1.51 Bar Develop ABOVE Ht. In = 32.37 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. In = 11.05 Lateral Sliding Force = 5,227.2 Ibs Wall Weight = 187.3 Tess 100% Passive Force= - 586.8 Ibs Rebar Depth 'd' in = 13.06 less 100% Friction Force= - 5,948.0 Ibs Masonry Data psi - Added Force Req'd = 0.0 ibs OK Fs psi = ....for 1.5 :1 Stability = 1,306.1 Ibs NG Solid Grouting = Footing Design Results 11 Special Inspection Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 3,393 1,195 psf Equiv. Solid Thick. = Mu' : Upward = 5,448 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 715 0 ft-# Concrete Data Mu: Design = 4,733 34,551 ft-# fc psi = 4,000.0 Actual 1 -Way Shear = 6.70 95.37 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 107.52 107.52 psi Other Acceptable Sizes & Spacings Toe Reinfordng = # 7 @ 12.00 In Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 7 @ 12.00 In Heel: #4@ 4.00 In, #5@ 6.00 In, #6@ 8.50 In, #7@ 11.50 in, #8@ 15.00 in, #9@ 19.0 Key Reinfordng = None Spec'd Key: No key defined • Title : Job # Dsgnr: Date: 3:58PM, 6 MAR 06 Description : Scope: Rev: 560100 — User: Kw- 0604904, Ver5.6.1, 25-Oct -2002 Cantilevered Retaining Wall Design Page 2 . 1 (0)1803.2002 ENERCALC Engineering Softwaro Description Summa of Overturnin• & Resistin' Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft4 Ibs ft ft-# Heel Active Pressure = 5,227.2 5.39 28,168.9 Soll Over Heel = 10,301.0 6.35 65,420.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soli = Soll Over Toe = 100.7 0.92 92.1 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 2,903.0 2.48 7,187.4 Total = 5,227.2 O.T.M. = 28,168.9 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.43 Footing Weight = 2,395.0 4.79 11,472.0 Vertical Loads used for Soil Pressure = 16,994.2 Ibs Key Weight = Vert. Component = 1,294.5 9.58 12,401.1 Vertical component of active pressure used for soil pressure Total = 16,994.2 Ibs R.M.= 96,572.8 0 t Title : Job # Dsgnr: Date: 1 :04PM, 6 MAR 06 Description : Scope : Rev: 560100 User: RW.0604904, Vet 5.6.1,25- Oct -2002 Cantilevered Retaining Wall Design Page 1 (c)1983 -2002 ENERCALC Engineering Software Description Criteria 0 'Soil Data 1 Footing Strengths & Dimensions Retained Height = 11.00 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soli = 1.00 ft Equivalent Fluid Pressure Method Min, As % = 0.0014 W W eight above ove = 0.00 : 1 Heel Active Pressure _ 40.0 Toe Width = 1.83 ft Toe Active Pressure 0.0 Heel Width = 5.50 Height of Soli over Toe = 6.00 In Passive Pressure = 250.0 Total Footing Width = 7.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 16.00 in Footingl(Soil Friction = 0.350 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 In for passive pressure = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 0.00 ft Cover @ Top = 3,00 In @ Btm.= 3.00 in Design Summary ill Stem Construction 0 Top Stem Stem OK Total Bearing Load = 9,660 Ibs Design height ft = 0.00 ...resultant ecc. = 5.90 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,848 psf OK Thickness z = 15.50 Soil Pressure @ Heel = 788 psf OK Rebar S # 6 3 000 p Rebar Spa cing = 12.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,385 psf fb /FB + fa /Fa = 0.595 ACI Factored @ Heel = 1,017 psf Footing Shear @Toe = 10.3 psi OK Total Force @ Section Ibs = 4,114.0 Moment....Actual ft - #= 15,084.7 Footing Shear © Heel = 63.9 psi OK Moment Allowable = 25,345.0 Allowable = 93.1 psi Shear Actual psi = 26.1 Wall Stability Ratios Overturning = 3.45 OK Shear Allowable psi = 107.5 Sliding = 1.25 Ratio < 1.5! Bar Develop ABOVE Ht. In = 22.20 Sliding Gales (Vertical Component Used) Bar Lap /Hook BELOW Ht. In = 6.77 Lateral Sliding Force = 3,042.2 lbs Wall Weight = 187.3 Tess 100% Passive Forces - 420.1 Ibs Rebar Depth 'd' in = 13.13 less 100% Friction Force= - 3,380.9 Ibs Masonry Data psi - fm Added Force Req'd = 0.0 lbs OK Fs psi = I ....for 1.5 : 1 Stability = 762.3 Ibs NG Solid Grouting = Footing Design Results Special Inspection Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 2,385 1,017 psf Equiv. Solid Thick. = Mu' : Upward = 3,803 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 598 0 ft-# Concrete Data Mu: Design = 3,206 15,085 ft-# rc psi = 4,000.0 Actual 1 -Way Shear = 10.27 63.92 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 5 @ 12.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing _ # 5 @ 12.00 In Heel: #4@ 6.75 In, #5@ 10.25 in, #6@ 14.50 in, #7© 20.00 In, #8@ 26.25 In, #9@ 33 Key Reinforcing = None Spec'd Key: No key defined i �2 I I V-3 Po- 1 Gr q,(0 Title : Job # Dsgnr: Date: 1:04PM, 6 MAR 06 Description : Scope : Rev: 560100 User: KW -0604904,Ver 5.6,1, 25 -Oct -2002 Cantilevered Retaining Wall Design Page 2 1 tc)1903 -2002 ENERCALC EngtneerIng Software Description Summa of Overturnin• & Resistin• Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft -# Heel Active Pressure = 3,042.2 4,11 12,506.9 Soli Over Heel = 5,092.1 5.23 26,610.4 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0,00 Load @ Stem Above Soli = Soil Over Toe = 100.7 0.92 92.1 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 2,247.5 2.48 5,564.4 Total = 3,042.2 O.T.M. = 12,506.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.45 Footing Weight = 1,466.0 3.67 5,372.9 Vertical Loads used for Soil Pressure = 9,659.6 Ibs Key Weight = Vert. Component = 753.4 7.33 5,522.3 Vertical component of active pressure used for soli pressure Total = 9,659.6 ibs R.M.= 43,162.1 Title : Job # Dsgnr: Date: 12:53PM, 6 MAR 06 Description : Scope : Rev: 560100 User: KW- 0604904,Ver 5,6 .1,25 -poi -2002 Cantilevered Retaining Wall Design Page 1 r (01983 -2002 ENERCALC Engineering Software Description LEriteria 1 SoII Data 1 Footing Strengths & Dimensions i Retained Height = 7.50 ft Allow Soil Bearing = 3,000.0 psi fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Mln. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 1.83 ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 0.0 Heel Width = 3.17 Height of Soli over Toe = 0.00 In Passive Pressure = 250.0 Total Footing Width = 5.00 Soil Density = 110.00 pcf Water height over heel = 0,0 ft Footing Thickness = 14.00In Footing11Soll Friction = 0.350 Wind on Stem = 0,0 psf Soil height to Ignore Key Width = 0.00 In for passive pressure = 0.00 In Key Depth = 0.00 In Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 In Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 4,389 Ibs Design height ft = 0.00 ...resultant ecc. = 2.81 In Wall Material Above "Ht" = Concrete Soil Pressure © Toe = 1,125 psf OK Thickness = 15.58 Soil Pressure @ Heel = 631 psf OK Rebar Size = # 8 Allowable = 3,000 psf Rebar Spacing = Soil Pressure Less Than Allowable Design Data ed at Edge ACI Factored @ Toe = 1,441 psf fb /FB + fa /Fa = 0.074 ACI Factored @ Heel = 808 psf Footing Shear @Toe = 8.6 psi OK Total Force © Section Ibs = 1,912.5 Moment....Actual ft-# = 4,781.3 Footing Shear @ Heel = 25.9 psi OK Moment Allowable = 64,662.2 Allowable = 93.1 psi Shear Actual psi = 12.3 Wall Stability Ratios Overtuming = 3.29 OK Shear Allowable psi = 107.5 Sliding = 1.14 Ratio < 1.51 Bar Develop ABOVE Ht. In = 37.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. In = 8.00 Lateral Sliding Force = 1,502.2 Ibs Wall Weight = 187.3 less 100% Passive Force= - 170.1 Ibs Rebar Depth 'd' in = 13.00 less 100% Friction Force= - 1,536.0 Ibs Masonry Data psi -- Added Force Req'd = 0.0 Ibs OK Fs psi = ....for 1.5 : 1 Stability = 547.2 Ibs NG Solid Grouting = Footing Design Results Special Inspection Modular Ration' Toe Heel Short Term Factor = I Factored Pressure = 1,441 808 psf Equiv. Solid Thick. = Mu' : Upward = 2,284 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 410 3,658 ft-# Concrete Data Mu: Design = 1,874 3,658 ft-# fc psi = 4,000.0 I Actual 1 -Way Shear = 8.61 25.89 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd. Heel: #4@ 13,75 in, #5@ 21.25 In, #6@ 30.00 In, #7 @41.00 In, #8@ 48.25 In, #9@ 4 Key Reinforcing = None Spec'd Key: No key defined • Title : Job # Dsgnr: Date: 12:53PM, 6 MAR 06 Description : Scope: Rev: 560100 User: Kw- 0604904,Ver 5.6.1, 25- 001.2002 Cantilevered Retaining Wall Design _. Page 2 1 (0)1983 -2002 ENERCALC Engineering Software Description Summary of Overturning & Resisting Forces & Mom ents OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft -# Ibs ft ft-# Heel Active Pressure = 1,502.2 2.89 4,339,8 Soil Over Heel = 1,549.6 4.06 6,292.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = SeismlcLoad = Surcharge Over Toe = Stem Weight(s) = 1,592.0 2.48 3,941.5 Total = 1,502.2 O.T.M. = 4,339.8 Earth @ Stem Transitions= Resisting /Overturning Ratio = 3.29 Footing Weight = 875.0 2.50 2,187.5 Vertical Loads used for Soil Pressure = 4,388.6 Ibs Key Weight = Vert. Component = 372.0 5.00 1,860.1 Vertical component of active pressure used for soli pressure Total = 4,388.6 Ibs R.M.= 14,281.8 , l • • f