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Home My WebLink AboutShoring Design - PLN General - 5/9/2000 J. D. Franeas P.O. Dox 165 DelFair, WA. g8528 U. :5. A. Shoring Design Alder Creek Lane Landslide Belfair, WA Civiltech Corporation May 9, 2000 I �f ,:_ 1 I� IDE CE 68. 1 ;{ tONIKB I 60 SIL SA D/ S YS um= 3 WFERRED 'SILT 40 t-= 1 salnrti 30 1 CLAY ---� f I-ANDSLIDE DEBRIS f 20 - �:i I I 10 - SILT 0, 1 �� 0 Ip 20 30 40 50 60 70 80 94 100 110 120 i� I I'. II Fi based on hand measurements taken in field. i� FIGURE 3-SECTION VIEW „lKRAZAN & ASSOCIATES,INC. j 4 383 Equestrian Drive Location: Belfiir, Washington r Poulsbo,WA 98310 Job No. : 062-99288 I; Ciknt: Mr.Jim Franefs 36a-598.2126 �' Dste: 1 t•t�99 'L PROJECT NAME. JOB NO: PAGE 1-5-,;%-�3 CALCUI A T ED BY CNtVty C7: CATE: OF �3P E L6 .5 _.� 31 ter. 'c ' 6 J :f 4-gs.if= ► G = Jcad f 4,4 3aeJ(-,-� Qrgr- 4.w �o.• �:'ass 5 it .. . ._ . A - Francis Residence o.Pm(n) Anchored Wall,Static 0 I" 5 Sfe'h'C Covrk'dvv to t 15 / I 20 25 w 3 75 0 1(kso I <Shoitnp>V f t.MLTECH SOFTWARE. Td 42S-45J-14/I F&x 425/57.5848 w ovxMk.chxwn ;• y Licensed to James St ! CivilTech Corp ! ! Date&Time:5/18/00 tt 7:17 AM File Name:C:\lSoftware_DP%Shoring_suittdbmt.sho WALL HEIGHT 2300 MIN.EMBEDMENT:993 PILE LENGTH.32.93 MAX.MOMENT:162.66 AT DEPTH:19.89 ` BRACE/TIEBACK FORCE: (No-l�e:H=23,Distance=0.5H,Angle=60. Adhesion=2.5 kip/ft) No. DEPTH ANGLE OTAL HORIZ. VERT. L_free L_fix 1 100 30.0 68.2 59.0 34.1 16.5 27.3 TOTAL VERTICAL FORCE:34.1 PILE SIZE: (Based on Fy- 0ksi=345, kN/m2 and Fb/Fy=0.66) WBX67 W10X54 W12X50 W14X43 W16X40 W18X40 W21X44 DRIVING PRESSURE(ACTIVE,W SURCHARGE) X-VERTICAL DISTANCE FROM GROUND No. X top Top Pres. X bol. Bot.Pros. Spacing 1 000 0.06 23.00 0.77 8,00 ACTIVE PRESSURE(BELOW DREDGE LINE) Y--VERTICAL DISTANCE FROM DREDGE LINE No. Y top Top Pies. Pres.Slope Width 1 0.00 0,28 0.01 2,00 PASSIVE PRESSURE(BELOW DREDGE LINE) Y--VERTICAL DISTANCE FROM DREDGE LINE In the calculation,the following passive pressures are divided by a Factor of Safety=1 No. Y top Top Pros. Pres.Slope Width 1 0,00 0.00 0.10 4.00 2 6.00 0,60 0.25 4.00 UNITS: FORCE-kip,PRESSURE-ksf,MOMENT-kip-11,LENGTH--ft a Francis Residence Anchored Wall Seismic Oeplh(fl) S I� S 10 i I 15 I 20 D.78 25 � 30 35 0 1(kso 1307 - 40 <Shorin V V/.1 CMLTECH SO/p Ys 1RE. TN IISISJ-1/1/Fex 125-IS3•S11/ www.cMleech.eom f. f. Licensed to James Su CivilTech C f f 414 Date&Time:5/18/00 10 36:23 AM File Name:C:1lsoftware DP%Shoring_suitWbml.sho WALL HEIGHT:23.00 MIN.EMBEDMENT:10.40 PILE LENGTH:33.40 MAX MOMENT:190 88 AT DEPTH 2O.35 BRACE/TIEBACK FORCE: (No-load Zone:H=23,Distance=0.5H,Angle=60. Adhesion=2.5 kip/ft) k No.t DEPTH100 ANGLE30.0 1139 H98.6 V 6R9 T. L16.5 45.5 f{, { TOTAL VERTICAL FORCE:56.9 ► '" tal�v- to (?O f l 7 PILE SIZE: (Based on Fy= ksi=345, kWm2 and Fb/Fy=0.78) { �Q 5 S l >�/1,S L C Q �'c^ v W8X67 W10X54 W12X50 W14X43 W16X40 W18X40 W21X44 DRIVING PRESSURE(ACTIVE,WA ,&SURCHARGE) X--VERTICAL DISTANCE FROM GROUND No. X top Top Pres. X bot. Bol.Pres. Spacing 1 0.00 0.06 23.00 077 8.00 2 0.00 0.23 23.00 0.23 8.00 / ACTIVE PRESSURE(BELOW DREDGE LINE) Y--VERTICAL DISTANCE FROM DREDGE LINE No. Y top Top Pres_. Pres.Slope Width 1 000 0.28 0.01 2.00 PASSIVE PRESSURE(BELOW DREDGE LINE) Y-VERTICAL DISTANCE FROM DREDGE LINE In the calculation,the following passive pressures are divided by a Factor of Safety-1 No. Y top Top Pres. Pres.Slope Width 1 0.00 0.00 010 400 2 6.00 060 025 4.00 UNITS: FORCE-kip,PRESSURE--ksf,MOMENT--kip-ft.LENGTH--ff J. P. Franel3 P.O. box 165 belPalr, WA. 98528 U. 5. A. GENERAL SHORING NOTES SHORING PROCEDURE The Purpose: The shoring system is intended only as a means of a permanent structure to provide for earth retention. Demolition: Shoring and soil excavation should be done simultaneously. Code Requirements: All design, materials, fabrications and construction shall conform to the requirements of the Uniform Building Code, the latest Verification: Dimensions and location of existing structures shall be verified prior to fabrication and installation of any structure member. Notify the Design edition,and latest edition of ACI"Building Code Requirement for Reinforced Concrete" Engineer about any discrepancies in dimensions. Reference Documents: Hole Digging:Pile holes shall be drilled without loss of ground and without endangering previously installed piles. This may involve casing the holes or other Geotechnical Report by Krazan&Associates,Inc. Dated Nov.15,1999. methods of protection from caving. Pile Placement: Place piles in the hole and fill with structural fill insuring adequate contact between piles and soil. Do not allow a drilled hole to remain open Utility Location:The general contractor shall utilize the services of the"Utility Locator Service" (1-800-424-5555)to verify the extent and locations of site overnight. utilities. The utilities have to be checked by the general contractor before proceeding with the work. Lagging: Timber lagging shall be installed at all shoring walls. Voids between lagging and soil shall be backfilled with granular material. Drainage behind Construction elements such as piles are typically located to be a nominal distance (3 to 5 foot clearances) away from any utilities. Any major the wall must be maintained. It is the Contractor's responsibility to limit the amount of exposed soil without lagging to avoid loss of soil. discrepancies shall be brought to the immediate attention of the Design Engineer. In addition, any discrepancies in location between actual utilities and the utility locations shown on these drawings shall be brought to the immediate attention of the Design Engineer. Shoring Monitoring: Systematic program of observation shall be conducted per project specifications during the project execution to determine the effect of construction on adjacent facilities and structure in order to protect them from serious damage. Special Conditions: Contractor shall verify existing grades as shown on the drawing and all dimensions of existing structures in the field and shall notify the Design Engineer of all field changes which would modify the shoring system prior to excavation,drilling,fabrication and installation. Concrete: Concrete work shall conform to all requirements of Chapter 26 of the Uniform Building Code, TIEBACK TESTING AND STRESSING Max.Water Per Minimum Max Water 94 LB of Cement Verification Tests fc Cement Per Per 94 LB When Using Air 1. 200 percent verification tests shall be conducted on one anchor selected by the Soils Engineer as construction proceeds. Successful 200 percent test si Cubic Yard of Cement Entraining Agent Use anchors may be utilized as production tiebacks. 1.5 6 Gallons 5-1/4 Gallons Pile lean concrete shaft(Above ground) 3000 6 6 Gallons 5-1/4 Gallons Pile concrete shaft(Below ground) 2. The maximum stress in prestressing steel should not exceed 80 percent of the ultimate tensile strength during performance testing. Pile and tieback 3,000 6 6 Gallons 5-1/4 Gallons Tieback grout may require extra reinforcement to permit stressing to 200 percent of design load as required by the verification test. Concrete work shall conform to all requirements of Chapter 26 of the Uniform Building Code. As an alternative to the above,the Contractor shall submit 3. The verification test should be performed based on PTI testing criteria and procedure. concrete mix designs to the Structural Engineer for approval two weeks prior to placing any concrete. The alternate mix design will be reviewed for conformance to UBC 2604. Steel Specification: Design,fabrication and erection shall be in accordance with the following specifications: Production Anchors 1 Each production anchor should be proof-loaded to 130 percent of the design load. The 130 percent proof test should be performed based on PTI Structural Steel AISC Specification for the Design,Fabrication and Erection of Structural Steel for Buildings,9th Edition testing criteria and procedure. Welding AWS 01.1 AWS prequalified joint details 2. Following proof loading,each anchor should be locked off at 90 percent of design loading. Welder Certification- Washington Associated of Building Officials(WABO) Steel Material 3. The maximum stress in prestressing steel should not exceed 60 percent of the ultimate tensile strength at the design loads. s: Prestressing steel- ASTM A416 Grade 270 ksi Seven-Wire Strand Structural steel- A572(Grade 50) Connection material- A36 embedded items channels,angles,base plates,and PILE AND TIEBACK SCHEDULE miscellaneous steel Welding electrodes- E70XX Pile Tieback Structural tubing - ASTM A500,Grade B Pipes-seamless - ASTM A53,Type S,Grade B Size Spacing Top Elv. Tip Elv. Grade Design L s L g L total Inclination Load La in : Saw lumber shall conform to"Grading and Dressing Rules,"West Coast Lumber Inspection Bureau(WCLIB),latest edition. W14X46 8 feet 68.5 34.5 Fy=50 ksi 90 kip 16.5 feet 36 feet 52.5 fee 30 degree Fb(psi) Use Grade (single use) Timber Lagging 4"x12" Douglas Fir-Larch No.2 or Equivalent 1000 " Tieback: Permanent tieback with double corrosion protection. S1 _ JOB NO. `may CIVILTECH GENERAL NOTES 20018 CORPORATION ALDER CREEK LANE LANDSLIDE SHEET No. BELFAIR, WASHINGTON S1 SLIDE AREA RESIDENCE S,a �9S i2 c `o•• I i i STORAGE SHED % -r CREEK LANE ALDER �F_ , 4 �• vy�` �\•. N PLAN JOB NO. SCALE: 1/4" PLAN CIVILTECH 20018 CORPORATION SHEET NO. ALDER CREEK LANE LANDSLIDE BELFAIR. WASHINGTON S3 i ` FACE OF FLANGE i WORKPOINT REF r I I ' I I 2A TRIMMED L SEAT FSLOT SHALL FIT THE I I SOLDIER PIER SEE NUMBER OF STRANDS I I W/ 3/4" LEGS I SCHEDULE FOR SIZE BEVELED I- OPTIONAL R 3/4" STIFFENERS UON I I GRIND TO FIT I I SHIM EL. 68.5t I I TOP 15' WORK ;.� a BAR NEAR SIDE I / 0 0 EPDXY PAINTING POINT I ~ & FAR SIDE OF o o R BEARING \ FLANGE THICKNESS I ;1 o o 2"x6" WIDE \� 2 SHIM TO MATCH & � FLANGE I ;I THICKNESS OF AREA I \� REINF BAR CL I I \� FOR TIEBACK LOCATIONS SEE 5 I I EAL58E5LEVATIONS TYP 16 I F F. w 6 ------- I Fz _ L2-A I I � TYP I I 30• c� 6 1 I _ 4"x 1 2" w LAGGING EL 55 SIDE VIEW SOLDIER PILE FRONT VIEW, SECTION 2A-2A 7/777 TYP TIMBER LAGGING WALL 2 N.T.S. GRANULAR -_ BACKFILL —i NO LOAD �o ZONE ;; ; ; POTENTIAL PROVIDE SPACER BETWEEN SLIDING SURFACE LAGGINGS FOR DRAINAGE EL. 45 H/2 AUGERED HOLE GRANULAR BACKFILL 3" BEHIND LAGGING MIN. 1 CONCRETE SHAFT EL. 34.5 FACE OF "-� TWO NAILS EACH LAGGING SHORING WALL END PER LAGGING 22 `= - TYP TIMBER LAGGING DETAIL 3 MIN. N.T.S. _ TYP TIMBER .�N LAGGING WALL _, lG � SHORING DETAILS N.T.S. — I L C I VI LTEC H 20018 �O CORPORATION ALDER CREEK LANE LANDSLIDE SHEET NO. BELFAIR, WASHINGTON S2