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2001-7143 I ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects City of District Support Services Encinitas Field Operations Sand Rep lenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering July 21, 2003 Attn: Insurance Company of the West C/o Shaw and Hren 1119 Aberdeen Drive Suite 1 Cardiff, California 92007 RE: Carltas Company / Encinitas Ranch Golf Authority Quail Gardens Drive Improvement Plan 7143 -I Final release of security Permit 7143 -I authorized earthwork, bridge construction and erosion control, all needed to build the described project. The Field Operations Division has approved the construction. Therefore, release of the security deposit is merited. Performance Bond 184 80 82, in the amount of $354,310.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Si erely, C.L ' Masih Maher y Lembach Senior Civil Engineer Finance Manager Financial Services Cc: Jay Lembach, FinanceManager Encinitas Ranch Golf Authority Debra Geishart File Enc. TEL 760 - 633 -2600 / FAX 760 - 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 - 633 -2700 � recycled paper �• Geotechnic s Incorporated Principals: Anthony F. Belfast Michael P. Imbriglio W. Lee Vanderhurst January 10, 2000 Carltas Company Project No. 0054- 002 -10 5600 Avenida Encinas, Suite 100 Document No. 0 -0028 Carlsbad, California 92008 Attention: Mr. John Nabors SUBJECT: FOUNDATION RECOMMENDATIONS Quail Gardens Cart Path Bridge Encinitas Ranch Encinitas, California Dear Mr. Nabors: In accordance with your request, we are providing recommendations for the design of the abutment and bent foundations for the proposed bridge across Quail Gardens Drive. We have reviewed the Site Plan dated October 7, 1999, prepared by Mayers & Associates, which shows the proposed location of the bridge, a typical elevation of the bridge, and a footing detail. The plans indicate the bridge will be founded on spread footings at each abutment, with an option for a bent at mid -span. The depth to the bottom of the proposed footings will be 9.5 feet. Based on our review of our As- Graded report for the project dated March 31, 1998, and our observations during the grading of the area, we anticipate the footings will be founded in sandstone assigned to Quaternary -age terrace deposits, with relatively minor amounts of fill soil overlying it. This evaluation did not include additional exploration to evaluate the thickness of the fill. Based on our referenced report, the depth of fill beneath the proposed northeastern abutment is anticipated to be on the order of 5 to 6 feet below existing grade and approximately 3 to 4 feet on the southwestern abutment. The excavation for the northeastern abutment may encounter the panel drain installed to improve the stability of the overlying slope, or groundwater seepage if the excavation reaches an elevation of approximately 312 feet above mean sea level (MSL). Shallow groundwater is not anticipated at the bent or southwestern abutment locations, but may be encountered there also. 9245 Activity Rd., Ste. 103 • San Diego, California 92126 Phone (858) 536 -1000 • Fax (858) 536 -8311 CARLTAS COMPANY PROJECT NO. 0054- 002 -10 JANUARY 10, 2000 DOCUMENT NO. 0 -0028 PAGE NO. 2 Foundation Recommendations The following recommendations are based on extending the proposed footings through the fill soils as necessary so that the bridge is founded entirely on formational material. Allowable Bearing Capacity 5,000 psf with at least 2 -foot embedment into sandstone materials. Lateral Load Resistance 3 50 psf per foot of embedment into sandstone. Setback From Slope Face Top outside edge of foundation should be a horizontal distance of at least 5 feet from the slope face. Peak Rock Seismic Acceleration 0.48g based on maximum credible event. 0.41 g based on maximum probable event. Acceleration Response Spectrum Caltrans Bridge Design Specification, Figure (ARS Curve) 3.21.4.3A (0 to 10 feet of Alluvium) Temporary Excavations Temporary excavations in fill materials should be inclined no steeper than 1:1 for heights up to 20 feet. Temporary excavations within the formational material should be inclined no steeper than' /4:1 for heights up to 20 feet. Excavations up to 4 feet may be made vertically. Geotechnics should be notified if deeper temporary excavations or shoring are required. Temporary excavations that encounter seepage or other potentially adverse conditions should be evaluated by the geotechnical consultant during grading. Remedial measures may include shoring or reducing slope inclinations. All excavations should conform with Cal -OSHA guidelines, and workmen should be protected from falling rocks in accordance with Cal -OSHA requirements. Should the excavation bottoms become saturated, crushed rock may be placed to provide a stable surface. Additional recommendations to improve drainage may be provided based on the site conditions exposed during construction. Geotechnics Incorporated CARLTAS COMPANY PROJECT NO. 0054- 002 -10 JANUARY 10, 2000 DOCUMENT NO. 0 -0028 PAGE NO. 3 Earth - Retaining Structures For cantilever retaining walls, where the backfill is level or nearly level, an active earth pressure approximated by an equivalent fluid pressure of 30 lbs /ft may be used. The active pressure should be used for walls free to yield at the top at least 0.2 percent of the wall height. Where the earth slopes upwards at 2:1, an equivalent fluid pressure of 50 lbs /ft may be used. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 50 lbs /ft should be used, based on at -rest soil conditions with level backfill. In addition to the recommended earth pressure, walls adjacent to vehicular traffic should be designed to resist a uniform lateral pressure of 100 lbs /ft acting as a result of an assumed 300 lbs /ft surcharge behind the wall. The above pressures assume no hydrostatic pressures, which will increase the lateral pressures on the wall. Walls should contain an adequate subdrain to reduce hydrostatic forces. Weepholes or a minimum 4 -inch diameter subdrain placed in gravel may be used to relieve hydrostatic pressures. Vertical drainage directly behind the wall should also be provided, consisting of either a drainage panel or a 12 -inch thick gravel column. We should provide additional drainage recommendations, as necessary. Backfilling retaining walls with expansive soils can increase lateral pressures well beyond the active or at -rest pressures indicated above. We recommend that retaining wall backfill consist of cohesionless soil having an Expansion Index of 20 or less. The backfill area should include the zone defined by a 1:1 sloping plane, back from the base of the wall. Wall backfill should be compacted to at least 90 percent relative compaction as compared to the maximum density as evaluated by ASTM D 1557. Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment which could cause distress to walls should not be used. We trust this letter meets your current needs. Please do not hesitate to call if you have any questions or if we can be of further service. Sincerely, GEOTECHNICS INCORPORATED ,YA Dick Roberts Robert A. Torres, P.E. 43077 Project Geologist Senior Engineer Distribution: (4) Addressee Geotechnics Incorporated STRUCTURAL DESIGN CALCULATIONS S S GN C CU TIONS QUAIL GARDENS DRIVE PEDESTRIAN / GOLFCART OVERCROSSING PREPARED FOR 1 HAZARD CONSTRUCTION ' oQ RpFESS /p No. C 58952 rn * Exp. 6 -30 -03 SUBMITTED BY r ' SIMON WONG ENGINEERING JOB NO. 500 - 325 OCTOBER 2001 ' STRUCTURAL DESIGN CALCULATIONS ' QUAIL GARDENS DRIVE PEDESTRIAN / GOLFCART OVERCROSSING 1 Job No. 500 — 325 TABLE OF CONTENTS SECTION PAGE DesignNotes .................................................................................................. ............................... l ' Profile .............................................................................................................. ..............................2 AbutmentLayout ............................................................................................ ..............................3 AbutmentDesign / ABUD Analysis ............................................................... ..............................8 BentPedestal Design ..................................................................................... .............................23 ' Railing Design ............................................................................................... .............................31 APPENDICES SECTION APPENDIX .......................... .A . . . . ons ................... ............................. .................. Geotechmcal Recommendations Prefabricated Timber Bridge Calculations .................................................... ............................... B Page 1 ' DESIGN CRITERIA ' WORKING STRESS DESIGN QUAIL GARDENS DRIVE PEDESTRIAN / GOLFCART OVERCROSSING Design: 1997 Uniform Building Code (UBC) ' Bridge Design Specifications (1996 AASHTO with interims and revisions by Caltrans) ' Live Load: 100 psf, reducible for area (UBC) ' Seismic: Zone 4; N = N,, = 1.0 Soil Profile SD Reinforced Concrete: f = 60,000 psi f, = 24,000 psi f = 3600 psi f = 1440 psi n =9 Soil: Allow. Bearing = 5000 psf ' This assumes footings extend through fill soils and are founded entirely on formational sandstone material. ' SPECIFICATIONS ' Standard Specifications dated July 1999 State of California, Department of Transportation (Caltrans) ' PROJECT DESCRIPTION The project proposes to construct a pedestrian / golfcart bridge, approximately 14- feet wide and 135 -feet long, overcrossing Quail Gardens Drive in the City of Encinitas, ' California. The proposed overcrossing will connect existing golfcart paths of the Encinitas Ranch Golf Course which have been disconnected recently by the extension of Quail ' Gardens Drive. The proposed superstructure is a prefabricated glulam timber structure with through girders and a cable- braced glulam bent. The abutments are cast -in -place concrete ' with decorative pilasters and architectural stone treatment similar in appearance to the Leucadia Boulevard Overcrossing in Encinitas. This project is design -build by Hazard Construction. The following design 1 calculations are for the substructure only. Superstructure design calculations may be found in Appendix B. 1 Project: QUAIL 6AFV1 N5 Page: z SIMON WONG ENGINEERING CAM (�I?IC7G� \v/ \v/ STRUCTURAL & BRIDGE ENGINEERS Proj. #: 500 - 325 Designed: k, 6AZAWAY Date: 71 12101 Checked: 9968 Hibert street, Suite 202 (858) 566 -3113 Revised: San Diego, CA 92131 FAX (858) 566 -6844 Previous Grades Location STA Elev Grade R/C Roadway 'Vert. Clr Vert. Rise { %) (% /STA) Elev (30" depth ) (in) BB 1.0000 325.30 6.25 - 7.9424 LT Gutter 1.4050 ,327.18 309.44 15.24 LT Median 1.5850. 327.60 310.01 15.09 ' RT Mediar 1.7350 327.75 310.21 15.04 RT Gutter 1.9150 327.69 309.87 15.32 EB 2.3500 326.50' 4.47 high point -1.7869:327.76 ` 29.5 Maximum Constraints Location STA ley Grade " R/C Roadway, _yert t✓Ir Vert:, Rise ( %) (% /STA) Eleu (30" depth (inj BB''_ 1.0000 325.51' 6:38 8:1516 ' LT Gutter 1.4050 s °.32243' 309,67 15 ?26 LT Media 1.58.50 , 327:85 ,310 28 #:5:07 RT Media 1.7350 X328:00 3'10 50. <r., x 15;00 RT _Gutter 1.9150 - 327.94. 31019 1;5:25 EB 2.3500 :'326.70' -4.62 high point 1.7832 > .328:01 30 `:0 Round off BB ' Location STA Elev Grade R/C Roadway „Vert: "Cir Vert. Rise ..,,. ( °/« ( % /STAlev (30" depth (in) 1313 ; 1.0000 ,°325:55. 636 8.1053 LT Gutter' 1.4050 .327.46 309:67 ; 15:29 LT Median 1.5850 "327.88 310:28 15.10 RT Media 1.7350 , 328.04 310,50 15:04 RT Gutter 1.9150 327.98 " 310.19 15;29 EB 23500 .326.75 -4,58 hi �h' point 1:7847 , 328:05; 29.9 Adjust EB FINAL PROFILE Location STA Elev Grade R/C Roadway Vert. Clr Vert. Rise (%) (% /STA) Elev (30" depth ) (in) BB 1.0000 325.55 6.10 - 7.4458 LT Gutter 1.4050 327.41 3.08 309.67 15.24 ' LT Median 1.5850 327.84 1.74 310.28 15.06 CL QGR 1.6600 327.95 1.19 RT Mediar 1.7350 328.02 0.63 310.50 15.02 RT Gutter 1.9150 328.01 -0.71 310.19 15.32 EB 2.3500 327.00 -3.95 high point 1 1.81931 328.051 0.001 1 30.0 Project: ( C -f a u s Page: 3 SIMON WONG ENGINEERING L !a 2 T II R i D c E STRUCTURAL & BRIDGE ENGINEERS Prod. #: 5o O- 3 7 ' Designed: IL T 6-1 Date: 7.14-01 9968 Hibert Street, Suite 202 (858) 566 -3113 Revised: Checked: San Diego CA 92131 FAX (858) 566 -6844 56 1j tlU _ J - -• - _- - -_ -- � t 3 33.5 S 320 - tt o i I _5 I Y , 31 - E� 31$ -- - - - -- - - - -- ` \ a Ec 3r3� T x 312 � s H5VrMEM7 7 10�r.f oi t- r c L, NE� I (-# - s 1 4 )(6 DEr7 - N - cc) 5,- ,,ujwNr ` 3 7 �! I w/ 2 RE (4`O 5000 PJ BArca,pA- W = 2 X 6 cVVL' _ (Sa /,,F -+. 10 11 4f FEr- 0,11, Icr.F ' P(L S� mp, 61: Out 7U �' t -ft 7 ®r cK NE6LC T OF �'�iJJrvF M1FJ0 - nq IIr AZo -rr-A Project: (� uN C .� c �t ,{ Page: ON SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Proj. #: S9 o CH 2T PAR JGC Designed: KT Ci Date: 9968 Hibert Street, Suite 202 (858) 566 -3113 Revised: Checked: San Diego, CA 92131 FAX (858) 566 -6844 E6 332 )32 - II "aarl I I ' 'I E4 2j31 -. I EL 3' ?'7.00 31$ 3zr i I i 3 � i I 4 , - _ f-6 -- -- - ------------- ' al3v�r1Enc t 2 w(r4C VVP t., EZ EVCITI on( Kr - T - = iv )=Burn t(uL, 1(7 = 6 Av& VJE S i DE(7TH - TO S�1rr9JrUr(� = S ra 6 w/ 2 RED e EhDto a=�.c ��Ua �Ji Project: Q v/� 1 Cry• We �r IMON WONG ENGINEERING Page: 6 H27 'U2ij,G s 1 STRUCTURAL & BRIDGE ENGINEERS Proj. #: a v 3 2 S r S ' Designed: (< J Date: 7- (6-0 � 9968 Hibert Street, Suite 202 (858) 566 -3113 Checked: San Diego, CA 92131 FAX (858) 566 -6844 Revised: A Ac Ic+� t3� T _ ------ 3 _ RA11' wl 1 I _� ._ >gti�v6rt �►�t� j I 1 r l . FC - — - - - A- 9- + t 9 ! F -Z 1 G Ww L01- IJ''- 6 oo ' F, G, Project: Q Un (, Page. 6 ' SIMON WONG ENGINEERING STRUCTURAL 8 BRIDGE ENGINEERS Proj. #: sod 7 .3 2 S Designed: K T CY Date: 7- f4-0 � 9968 Hibert Street, Suite 202 (858) 566 -3113 Checked: San Diego CA 92131 FAX (858) 566 -6844 Revised: 1 _ I i i r � W T T � W o � = A . N` Y , D d' e� p + P Page: -� Project: Q , r a tiI SI g 1 MON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Proj. #: 2 S CP 2 T b1zl e' F Date: -7. Designed: K f G 9968 Hibert Street, Suite 202 (858) 566 -3113 Checked: San Diego CA 92131 FAX (858) 566 -6844 Revised: JQ�V7rL-rr'( P� y y- v 2=6 y.b v q 2 -6 i wry'( ' -7 F ov N0f-lT 1&r, p'- It--t ' PI l�lAJ I x'1 PJ f�/L(/'I G f /lE } ,fl.IL E (A&UT 4 5 'xT X � T ] � o. I T'a k �f = 33.2 3 i< $drL wT = O.S 2Z / PCYr-C�/M e G' H(c PrtE3JVtC = +6,7) k /21 IrT2 1.63 "F < S �F ✓oK rp • PROJECT (90411. .�l!J•I S D � 0�9L� $ ATE WESTERN WOOD S1 r.. t INC. /1'� /I LOCATION FNLI/lf l r{4 `A / L 1) P.O. BOX 130, TUALATIN, OREGON 97062 r SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. DI�o�>3 BY 7e/p1 OF r�E AfT 3 1 e o • o s e 'DLa 8,3iD lb Zoa ib Z60 lb . Zo& lS. I 8 "sib !b. 1 K 1.L b I S,9 HO l5 I ZZq tb 1 G00 16 izvl I,b . 16,1 40 Ib - 35'. 9z F ' TcrrtL L 2 4 Z6Z Ib )y3Z 1,1�. 1$(oa ►b. !43 7 Ib zl Ib. 53,ZZK " ' Txt' Zw tb LL o Lh • 3I� t Lb - t - dr�at..u�►1� o y814SS� l� 913 � 95S lb . r�- E�srn�L o Nb�I�mL 'Focu.E = 1330 Lb ' Quail Gardens Abutment 1 7:41:45 7/18/ 1 PAGE 1 ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * IAI -ABUD * ABUtment Design program ' * (SS) SHORT SEAT * (HC) HIGH CANTILEVER * BY: Imbsen and Associates, Inc. * VERSION 3.2.0 10- JUN -99 * ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * ** * GENERAL DATA ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' TYPE ABUTMENT (SHORT SEAT) = SS TYPE SUPERSTRUCTURE (CIP /PS ?) = NO ' TYPE FOOTING = SPREAD TYPE ANALYSIS DESIGN TYPE DESIGN (SERVICE LOAD DESIGN) = SLD MATERIAL PROPERTIES: -------------------- ' ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) = 3.60 KSI YIELD STRESS FOR STEEL REBARS (FY) = 60.0 KSI ALLOWABLE CONCRETE STRESS (% FC) = 40.0 % ' 1.4 KSI ALLOWABLE STEEL STRESS ($ FY) 90.0 $ 24.0 KSI YOUNGS MODULUS FOR CONCRETE (EC) = 3920. KSI ' YOUNGS MODULUS FOR STEEL REBARS (ES) = 29000. KSI MODULAR RATIO (ES /EC) (N) = 8.48 ' BACKFILL - SOIL - DATA DEPTH OF FILL ON TOE = 5.00 FT ' DEPTH OF FILL ON HEEL 11.05 FT DEPTH OF SURCHARGE ON HEEL 2.00 FT ENVIRONMENTAL FACTOR (Z) = 170.00 K /IN COEF OF ACTIVE EARTH PRESSURE (KA) = 0.30 ' FOUNDATION SOIL DATA: --------------------- t MAX BEARING CAPACITY - SERVICE = 2.50 TONS /SF FRICTION ANGLE (PHI) = 33.00 DEGREES 1 1 ' Quail Gardens Abutment 1 7 :41:45 7/18/ 1 PAGE 2 * STRUCTURAL DATA ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 ABUTMENT DATA: LENGTH = 14.50 FT 1 HEIGHT FROM TOP OF FOOTING - 11.05 FT BACKWALL THICKNESS 1.00 FT SEAT WIDTH = 1.50 FT DISTANCE FROM FOOTING TOE TO SEAT FACE = 1.50 FT 1 DISTANCE FROM SEAT FACE TO C.L. OF BEARING = 1.00 FT BACKWALL HEIGHT ABOVE SEAT LEVEL = 2.50 FT 1 WEIGHT OF EXTERIOR SHEAR KEYS _ 0.00 K UNIFORM WEIGHT OF BARRIER 0.16 K /FT WING WALL DATA: NUMBER = 2 WALLS LENGTH = 6.00 FT THICKNESS - 1.68 FT END WALL DIMENSION 7.00 FT FOOTING DATA: 1 LENGTH = 15.50 FT WIDTH = 5.00 FT 1 DEPTH _ 1.50 FT WIDTH OF FOOTING KEY 1.50 FT DEPTH OF FOOTING KEY = 1.00 FT DISTANCE FROM TOE TO KEY = 1.75 FT 1 1 i 1 1 1 1 1 Quail Gardens Abutment 1 7:41:45 7/18/ 1 PAGE 3 * REBAR AND LOAD DATA ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 REBAR LOCATION BAR SIZE NO. OF BARS COVER(IN) -------- - - - - -- -- - - - - -- ----- - - - - -- --- - - - - -- BACKWALL 5 0 2.00 1 STEM 5 0 2.00 FOOTING TOP 5 0 3.00 FOOTING BOTTOM (HEEL) 5 0 .3.00 FOOTING BOTTOM (TOE ) 5 0 3.00 SERVICE LOAD DATA (KIPS): 1 ------------------- - - - - -- TOTAL :- LIVE LOAD TOTAL LATERAL OTHER OTHER DEAD TOTAL 1.15P +H BEARING EARTH LATERAL_ VERTICAL 1 LOAD H -LOAD P -LOAD PAD SHEAR PRESSURE LOAD LOAD - - - -- - - - - -- - - - - - -- --- - - - - -- -- - - - - -- - - - - - -- -- - - - - -- LOADS 17. 36. 0. 0. 0. 0. 1 FACTORS 1.30 2.17 1.30 1.30 1.69 1.30 1.30 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD (FT) = 0.00 DISTANCE FROM HEEL TO OTHER VERTICAL LOAD (FT) = 0.00 CONSIDER OTHER LOADS IN LOAD GROUPS (Y /N) 12345 12345 ' YYYYN YYYYN 1 1 1 1 i �- 12 ' Quail Gardens Abutment 1 7:41:45 7/18/ 1 PAGE 4 * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) ' LATERAL EARTH LOADS (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT (KIPS) (FT) (KIP -FT) ---------------- - - - - -- ___ --- - - - - -- -- - - - - -- -- - - - - -- EARTH PRESSURE (KA = 0.300) 31.6 4.18 132. EARTH PRESSURE (KA = 0.225) 23.7 4.18 99 SURCHARGE PRESSURE (KA = 0.300) 10.1 6.28 63. ' SURCHARGE PRESSURE (KA = 0.225) 7.6 6.28 47. EARTHQUAKE 0.0 0.00 0. ' SUPERSTRUCTURE LOADS DEAD LOAD 17.3 2.50 -43. H -LIVE LOAD 35.9 2.50 -90. ' P -LIVE LOAD 0.0 2.50 0. BEARING PAD SHEAR 0.0 10.05 0. ' OTHER LOADS OTHER LATERAL LOAD 0.0 10.05 0. OTHER VERTICAL LOAD 0.0 5.00 0. ' ABUTMENT DEAD LOADS -------------------------------------------- 1 BACKWALL 5.4 3.50 -19. SEAT 46.5 2.75 -128. FOOTING 17.4 2.50 -44. FOOTING KEY 3.5 2.50 -9. WINGWALL TOP RECTANGULAR SECTION 15.8 6.25 -99. WINGWALL BOT TRIANGULAR SECTION 4.6 5.50 -25. BARRIER 1.8 5.75 -10. SIDE KEYS 0.0 2.25 0. ' SOIL DEAD LOADS -------------------------------------------- SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) 14.8 4.50 -67. SOIL ON TOE 13.9 0.75 -10. SURCHARGE ON HEEL 2.7 4.50 -12. 1 P' c3 Quail Gardens Abutment 1 7:41:45 7/18/ 1 PAGE 5 ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * SERVICE LOADS (SER) FOR ABUTMENT DESIGN (K,FT) ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** (RATIO = ALLOW /TOE OR ALLOW /HEEL) : - -- APPLIED LOADS - - - -: SAFETY FACTOR : - - -- STRESSES - - - - : GRP CA LAT VERT ECCEN SLIDE OVER HEEL TOE ALLOW RATIO - -- (KIPS) (KIPS) (FT) - - (KSF) (KSF) (KSF) - - - - -- - - - - - -- - - - - -- - - - - -- - - - - -- - - - - -- - - - -- - - - -- IH 1 42. 180. 0.49 2.3 2.8 0.9 3.7 5.0 1.4 OK ' IH 2 31. 180. 0.22 2.9 3.8 1.7 2.9 5.0 1.7 OK IH 3 32. 177. 0.18 2.8 4.1 1.8 2.8 5.0 1.8 OK IH 4 24. 177. -0.01 3.7 5.5 2.3 2.3 5.0 2.2 OK II 1 42. 144. 0.62 1.8 2.4 0.5 3.2 5.0 1.5 OK II 2 31. 144. 0.28 2.3 3.2 1.2 2.5 5.0 2.0 OK III 1 42. 125. 0.76 1.6 2.1 0.1 3.1 7.5 2.4 OK III 2 31. 125. 0.37 2.1 2.8 0.9 2.3 7.5 3.2 OK ' IV 1 42. 180. 0.49 2.3 2.8 0.9 3.7 6.2 1.7 OK IV 2 31. 180. 0.22 2.9 3.8 1.7 2.9 6.2 2.1 OK IV 3 32. 141. 0.22 2.3 3.4 1.3 2.3 6.2 2.7 OK IV 4 24. 141. -0.01 2.9 4.6 1.9 1.8 6.2 3.4 OK V 1 0. 112. -0.85 0.0 0.0 2.9 0.0 7.5 2.6 OK SUMMARY OF CONTROLLING LOAD CASES ' LOADS (A) (B) RATIO GRP CA DESCRIPTION DESCRIPTION (B /A) - - - - -- ------------------- - - - - -- --------------------- - - - - -- - - - -- III 1 SLIDING FORCE = 42. FRICTION FORCE = 67. 1.62 OK III 1 OVERTURN MOMENT = 195. RESTORE MOMENT = -412. 2.11 OK IH 4 MAX HEEL STRESS = 2.3 ALLOW HEEL STRESS = 5.0 2.16 OK IH 1 MAX TOE STRESS = 3.7 ALLOW TOE STRESS 5.0 1.35 OK ' Quail Gardens Abutment 1 7:41:45 7/18/ 1 PAGE 6 * STEEL REQUIRED - SERVICE LOAD DESIGN (SLD) ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** KEY TO REBAR LOCATIONS (BAR -LOC) -------------------------------- 1 = BACKWALL ' 2 = STEM 3 = FOOTING TOP 4 = FOOTING BOTTOM (HEEL) 5 = FOOTING BOTTOM (TOE) BAR LOADS APPLIED :- STRESS -: EFF STEEL BAR BAR BARS ERROR ' LOC GRP CA MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE (K -FT) (KSI) (KSI) (IN) (SI) (IN) - -- - -- -- - - - - - -- - - - -- - - - -- - - - -- - - - - -- - - -- - - -- - - -- - - - -- 1 4. 0.10 14.5 9.7 0.3 5 87.0 1 3 ' 2 139. 0.27 22.4 27.7 2.8 5 21.2 9 3 3 II 1 -5. 0.08 14.3 14.7 0.3 5 93.0 1 3 4 V 1 19. 0.20 26.2 14.7 0.6 5 181.3 2 3 5 IH 1 45. 0.28 20.6 14.7 1.9 5 36.3 6 3 ERROR CODES: ' 1 = BAR SPACING LESS THAN AASHTO MINIMUM. (CODE 8.21) 2 = BAR SPACING LESS THAN PREFERRED CALTRANS MINIMUM. (BR. DES. DET.) ' 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18 "). (CODE 8.20) �. IS Quail Gardens Abutment 2 7:44: 7 7/18/ 1 PAGE 1 * IAI -ABUD * ABUtment Design program * (SS) SHORT SEAT * (HC) HIGH CANTILEVER * By: Imbsen and Associates, Inc. ' * VERSION 3.2.0 10- JUN -99 * * * * * * * * * * * * * * ** * GENERAL DATA ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' TYPE ABUTMENT (SHORT SEAT ) = SS TYPE SUPERSTRUCTURE (CIP /PS ?) = NO ' TYPE FOOTING = SPREAD TYPE ANALYSIS = DESIGN TYPE DESIGN (SERVICE LOAD DESIGN) = SLD MATERIAL PROPERTIES: -------------------- ' ULTIMATE CONCRETE COMPRESSIVE STRESS (FC) = 3.60 KSI YIELD STRESS FOR STEEL REBARS (FY) = 60.0 KSI ALLOWABLE CONCRETE STRESS (% FC) = 40.0 % ' = 1.4 KSI ALLOWABLE STEEL STRESS ($ FY) 40.0 $ 24.0 KSI YOUNGS MODULUS FOR CONCRETE (EC) = 3420. KSI ' YOUNGS MODULUS FOR STEEL REBARS (ES) = 29000. KSI MODULAR RATIO (ES /EC) (N) = 8.48 ' BACKFILL - SOIL - DATA DEPTH OF FILL ON TOE = 5.00 FT ' DEPTH OF FILL ON HEEL 10.00 FT DEPTH OF SURCHARGE ON HEEL 2.00 FT ENVIRONMENTAL FACTOR (Z) = 170.00 K /IN COEF OF ACTIVE EARTH PRESSURE (KA) = 0.30 ' FOUNDATION SOIL DATA: --------------------- ' MAX BEARING CAPACITY - SERVICE = 2.50 TONS /SF FRICTION ANGLE (PHI) = 33.00 DEGREES 1 Quail Gardens Abutment 2 7:44: 7 7/18/ 1 PAGE 2 * STRUCTURAL DATA ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' ABUTMENT DATA: LENGTH = 14.50 FT ' HEIGHT FROM TOP OF FOOTING 10.00 FT BACKWALL THICKNESS 1.00 FT SEAT WIDTH = 1.50 FT DISTANCE FROM FOOTING TOE TO SEAT FACE = 1.50 FT DISTANCE FROM SEAT FACE TO C.L. OF BEARING = 1.00 FT BACKWALL HEIGHT ABOVE SEAT LEVEL = 2.50 FT ' WEIGHT OF EXTERIOR SHEAR KEYS 0.00 K UNIFORM WEIGHT OF BARRIER 0.16 K /FT WING WALL DATA: NUMBER = 2 WALLS LENGTH = 6.00 FT ' THICKNESS 1.68 FT END WALL DIMENSION 7.00 FT FOOTING DATA: - - - - - -- LENGTH = 15.50 FT WIDTH = 5.00 FT ' DEPTH 1.50 FT WIDTH OF FOOTING KEY 1.50 FT DEPTH OF FOOTING KEY = 1.00 FT DISTANCE FROM TOE TO KEY = 1.75 FT P c� Quail Gardens Abutment 2 7:44: 7 7/18/ 1 PAGE 3 * REBAR AND LOAD DATA ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** REBAR - LOCATION BAR SIZE NO. OF BARS COVER(IN) -- - - - - -- ----- - - - - -- --- - - - - -- BACKWALL 5 0 2.00 STEM 5 0 2.00 FOOTING TOP 5 0 3.00 FOOTING BOTTOM (HEEL) 5 0 3.00 FOOTING BOTTOM (TOE ) 5 0 3.00 SERVICE LOAD DATA (KIPS): r ------------------- - - - - -- TOTAL :- LIVE LOAD TOTAL LATERAL OTHER OTHER DEAD TOTAL 1.15P +H BEARING EARTH LATERAL VERTICAL ' LOAD H -LOAD P -LOAD PAD SHEAR PRESSURE LOAD LOAD - - - -- - - - - -- - - - - - -- --- - - - - -- -- - - - - -- - - - - - -- -- - - - - -- LOADS 17. 36. 0. 0. 0. 0. ' FACTORS 1.30 2.17 1.30 1.30 1.69 1.30 1.30 DISTANCE ABOVE SEAT TO OTHER LATERAL LOAD (FT) = 0.00 DISTANCE FROM HEEL TO OTHER VERTICAL LOAD (FT) = 0.00 CONSIDER OTHER LOADS IN LOAD GROUPS (Y /N) 12345 12345 YYYYN YYYYN i Quail Gardens Abutment 2 7:44: 7 7/18/ 1 PAGE 4 * MOMENTS ABOUT TOE OF FOOTING (K,FT) * (SERVICE) LATERAL EARTH LOADS (BACKFILL TO TOP OF BACKWALL) FORCE ARM MOMENT -- (KIPS) -- - - (FT) (KIP -FT) ----- --------- -------- - _-------------- - - - - -- -- - - - - -- EARTH PRESSURE (KA 0.300) 26.5 3.83 102. EARTH PRESSURE (KA = 0.225) 19.9 3.83 76. ' SURCHARGE PRESSURE (KA = 0.300) 9.2 5.75 53. SURCHARGE PRESSURE (KA = 0.225) 6.9 5.75 40. EARTHQUAKE 0.0 0.00 0. ' SUPERSTRUCTURE LOADS -------------------------------------------- DEAD LOAD 17.3 2.50 -43. ' H -LIVE LOAD 35.9 2.50 -90. P -LIVE LOAD 0.0 2.50 0. BEARING PAD SHEAR 0.0 9.00 0. OTHER LOADS OTHER LATERAL LOAD 0.0 9.00 0. OTHER VERTICAL LOAD 0.0 5.00 0. ABUTMENT DEAD LOADS -------------------------------------------- BACKWALL 5.4 3.50 -19. SEAT 40.8 2.75 -112. FOOTING 17.4 2.50 -44. FOOTING KEY 3.5 2.50 -9. ' WINGWALL TOP RECTANGULAR SECTION 15.8 6.25 -99. WINGWALL BOT TRIANGULAR SECTION 3.4 5.50 -19. BARRIER 1.8 5.75 -10. SIDE KEYS 0.0 2.25 0. SOIL DEAD LOADS -------------------------------------------- ' SOIL ON HEEL (BACKFILL TO TOP OF BACKWALL) 13.4 4.50 -60. SOIL ON TOE 13.9 0.75 -10. SURCHARGE ON HEEL 2.7 4.50 -12. ' Quail Gardens Abutment 2 7:44: 7 7/18/ 1 PAGE 5 ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * SERVICE LOADS (SER) FOR ABUTMENT DESIGN (K,FT) ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** (RATIO = ALLOW /TOE OR ALLOW /HEEL) APPLIED LOADS - - - -: SAFETY FACTOR : - - -- STRESSES - - - - : GRP CA LAT VERT ECCEN SLIDE OVER HEEL TOE ALLOW RATIO ' (KIPS) (KIPS) (FT) - (KSF) (KSF) (KSF) - - - - -- - - - - -- - - - -- IH 1 36. 171. 0.33 2.5 3.4 1.3 3.1 5.0 1.6 OK IH 2 27. 171. 0.10 3.2 4.5 1.9 2.5 5.0 2.0 OK ' IH 3 27. 169. 0.05 3.1 5.1 2.0 2.3 5.0 2.2 OK IH 4 20. 169. -0.10 4.1 6.8 2.4 1.9 5.0 2.0 OK II 1 36. 135. 0.41 2.0 2.8 0.9 2.6 5.0 1.9 OK ' 11 2 27. 135. 0.13 2.5 3.8 1.5 2.0 5.0 2.5 OK III 1 36. 116. 0.53 1.7 2.5 0.5 2.5 7.5 3.0 OK 111 2 27. 116. 0.20 2.2 3.3 1.1 1.9 7.5 4.0 OK IV 1 36. 171. 0.33 2.5 3.4 1.3 3.1 6.2 2.0 OK ' IV 2 27. 171. 0.10 3.2 4.5 1.9 2.5 6.2 2.5 OK IV 3 27. 133. 0.06 2.5 4.2 1.6 1.8 6.2 3.4 OK IV 4 20. 133. -0.13 3.2 5.6 2.0 1.4 6.2 3.2 OK ' V 1 0. 105. -0.86 0.0 0.0 2.8 0.0 7.5 2.7 OK SUMMARY OF CONTROLLING LOAD CASES ' LOADS (A) (B) RATIO GRP CA DESCRIPTION DESCRIPTION (B /A) - - - - -- ------------------- - - - - -- --------------------------- - ' III 1 SLIDING FORCE = 36. FRICTION FORCE = 61 1.71 OK III 1 OVERTURN MOMENT = 155. RESTORE MOMENT - -384. 2.48 OK ' IH 4 MAX HEEL STRESS = 2.4 ALLOW HEEL STRESS - 5.0 2.05 OK IH 1 MAX TOE STRESS = 3.1 ALLOW TOE STRESS 5.0 1.62 OK Zo ' Quail Gardens Abutment 2 7 :44: 7 7/18/ 1 PAGE 6 * STEEL REQUIRED - SERVICE LOAD DESIGN (SLD) ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** KEY TO REBAR LOCATIONS (BAR -LOC) -------------------------------- 1 = BACKWALL ' 2 = STEM 3 = FOOTING TOP 4 = FOOTING BOTTOM (HEEL) 5 = FOOTING BOTTOM (TOE) BAR LOADS APPLIED :- STRESS -: EFF STEEL BAR BAR BARS ERROR LOC GRP CA MOMENT FC FS DEPTH AREA SIZE SPC REQ CODE (K -FT) (KSI) (KSI) (IN) (SI) (IN) - -- -- - - - - - -- - - - -- - - - -- - - - -- - - - - -- - - -- - - -- - - -- - - - -- 1 4. 0.10 14.5 9.7 0.3 5 87.0 1 3 ' 2 107. 0.24 22.0 27.7 2.2 5 28.2 7 3 3 III 1 -5. 0.06 12.2 14.7 0.3 5 93.0 _ 11 3 4 V 1 18. 0.19 24.6 14.7 0.6 5 181.3 2 3 ' 5 IH 1 36. 0.24 19.8 14.7 1.6 5 45.3 5 3 ERROR CODES: ' 1 = BAR SPACING LESS THAN AASHTO MINIMUM. (CODE 8.21) 2 = BAR SPACING LESS THAN PREFERRED CALTRANS MINIMUM. (BR. DES. DET.) 3 = BAR SPACING MORE THAN THE AASHTO MAXIMUM (18 (CODE 8.20) ' Project: Q v a r v G- r1 J Page: 2 =\/A. SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Prpj, #: S U U • i S Ci92 r 13R u6 t 1 Designed: i< T G Date: 7- (b- 9968 Hibert Street, Suite 202 (858) 566 -3113 Checked: San Diego CA 92131 FAX (858) 566 -6844 Revised: 1 /98 L/ 1 /"l F - L�11Gi i .SEE 5 Up 192e6-, < 71'L1j �taCE 1 p's' - r 50yEk/'!J O 2 A{}vT S 41 A t'vvtgi -(1 2EC�'vJ (IeI - f F- Is �CJJ TYf�M 2t FrIC 1 nl�w rrvl L— u2 f 6 /h C• i - CGDt b e.. rR"vrb� Mrs -rr�� vr-, RE !I`r � Ot�2 BDA I -5- u/C ENL VrG 1 FD /N MIHc N ✓r F If Fi L, PEl OP/c- — �Nc#4 c, t, p h nO 7 -- l -2�0 (i )(--7, STEM CH£LK lqsa,1M 1 �1uwl rtyt 7}lil ltE 15 U,�,,,. e� (r AJ Fao „� '� Y/'✓'4`s4ev'o C� t4to. -.3) 1 l ake Q`o = j Q 21, n _ 0. 175 w k 41 _ 0.2`l 84 cK f E (Z I/vlu &A (ewnc L. ✓pK ��� (ti.�f� %/G r/ O`!)fE}2 L PIZv�c0C 71pi, nt-"7 /1V?tf R/3uT /fit/ ^ {F ' 5 r , Fn , - [ !Z t(r�. 5 M Hnn z= w y e IS Fa oaT a �r --i e (Z A !2 �' 8A 1-e 7 oit WcV J(/"Uk T' ' 3 �u�wnvL Fzrz -t K c U��tt f��iT T1�� y ¢ /2 i Project: ' G U N r L G w oe r1 SIMON WONG ENGINEERING Page: Z 2 C H 0 T 6 R O G E STRUCTURAL & BRIDGE ENGINEERS Pro j. #: ' Designed: K S Ca Date: 7-/,-,, 9968 Hibert Street, Suite 202 (858) 566 -3113 Checked: San Diego, CA 92131 FAX (858) 566 -6844 Revised: wlNG - �- vE SIC -N ' H . 6 1 I•o ' I 7 2 j I 6 0 I g I I l' I o ZO•lZ -2 c�a - O,S6 (�K�- �.3s 1 t/5E d_1 c�N7- 1 N =�� ' 3.Ir 3 .S' Sv/tcrhq�U�� S Z u CP Re-[T WW (&fE&fE1'r 3.� / x�.T / l�ro -(,-1> l� �GM � ;vT �G f �JJVr't[ � (EFP� L Z (1,036)( '(.6) 2 K •YT �FP= 36 p�f = M = ,� �N f Z NS� = y (►l r Z(ll�y�� = 3(•S tvr��r<r PE�2 T = 31•S� = Z• 9 K FTI T IA "Z Z0o(12 A _ _ 0. lF < A - e u - U.6 ll �� �Fr (2`()(0, 4,Tx1-7) tuft b t ✓ F 3rnc rrrc.,Io, C / la = 0 , 0011 K 3�u.vy�= 0,lZ Z Fz�c FJ 1 / e. ( Q = 0 - `� `( I/4 Z2 a'2 F R a�- +a,eecc U� e- �' du - rp ge (0. l3 Project: Page: Z 3 & V A (L IMON WONG ENGINEERING STRUCTURAL B BRIDGE ENGINEERS Proj. #: S Designed: 1< I (f, Date: _ _ v 9968 Hibert Street, Suite 202 (858) 566 -3113 Revised: Checked: San Diego CA 92131 FAX (858) 566 -6844 �7F- N7 � lU r - I o_ - 7 S � _ � - - - - -- -0 1 3Fl3E�V4t'fr" r <Coulrtc -3 Ntr( pe .Ge,r - 1 „L 1-6x 2-6 TEA r1= eoctE DISro „J = 8 5 =`� i tt6fx- (f9rc( - � — PC OEJTIiL Lsj�OV� 7��L �(AJ 1jFEN JC - L �GIEiO, N ' F0U1rr - FuC� PFDrz.s7 (r,,, t3C RED -7cN t-- C- ,c COL-"N 13A5Epr,,14 Pelt S"OO 0114 i ” ~ i _ n Z 0 lb (a - Project: Page: 2 c � J /Z SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Proj. #: s 0 d _ 3 . 2 CP! T t72�(j'Gr' ' Designed: V T C Date: 7- ( o 9968 Hibert Street, Suite 202 (858) 566 -3113 Checked: San Diego CA 92131 FAX (858) 566 -6844 Revised: ' Fo0 6 12E PErt 5t-1vp DwC, G1 -!J� AkIAL - ` �L�.v![i lr�F` �� f.s ? C! - ! I ' TL = H8,9 ! = r PSSUr^E PEOESrwL �EIC -tiT _ 3 ExpouEJ + 2 6V21L0 5 - ro'011 HPIC -HT n A3Jvr -\L F -T C--, - r Er4 11 F?7 r. /F�� K!3.JVr` E SLc?lc. nt cc•r' - •r. u7 /NGT° wE IG rf7 ^'J ?° .3.5 Ic LvCgc- F fur( D L - ,S X J.T ,X 6,J" 'HIGH >,- o,ITG kct = (S, S J' Nc - To-(e LurtJ = `18.96 K + $.S3r` s7.s'< {� I, t.uwHH/, C ,S<1/1U3 r GrlE F,fE�t"cr>` /fit / K, or 7 C-c p r, l= A f� E C2 EJ - S I I, s P 71 L R 3 U'UIJ ` / 7Ry �OoT(hrC fX7ErfJrcn/ OF 3 �I:�GnrO i'Et7EJTtAI PL(.'r „ ^C "!i.r( 3 'O k 1 4C - I f.S/ LEr467}f OF FUO cv n, - rRfL• rF "? 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(T 0 K - j - v� 7 O (c R 16-10 FwfjNu t, PIL0v oEJ OeJiG,y b/tG 14C t1AC - 8 / - 1,62 !6T X3� 1KJ F d K �liLUv� ©LC �EH2/ -�C� Page: 2 6 Project: Q uH « Cz SIMON WONG ENGINEERING Pa g ' G STRUCTURAL & BRIDGE ENGINEERS Proj. #: S . 32 f Designed: K 1 C< Date: 7-(-,-o 9968 Hibert Street, Suite 202 (858) 566 -3113 Checked: San Diego CA 92131 FAX (858) 566 -6844 Revised: C Q�rz C2- 3zs, X29 , (M OEV� N - p PE 1 1t 2 crlE'Z i $OF EL 306 „SD Project: & L, I-" 1 L C; P C r J Page: 2,-7 SIMON WONG ENGINEERING STRUCTURAL & BRIDGE ENGINEERS Proj. #: 5 00 - ) Z S ' Designed: �� � G Date: -7 _ (-7_ i j 9968 Hibert Street, Suite 202 (858) 566 -3113 Checked: San Diego, CA 92131 FAX (858) 566 -6844 Revised: SELSNl(e- F - VkCCE 7"b rc) v prli!onl ' S L1 (01 1 - !C G �i�E/ 4i� �a %C E Fr�Jr�� Sv�C- RS7rQ,�c � v,i F = y,�✓'✓ r< rc To�t y(w) L, A !, = I - 7 - r' + 3 1. 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Fo a A,r f,! = v. 610 (8 A Ct ca - 7. J -2. .I ) oIJJ v n E Z M AT.! O F 5 l /e2-:L- ' MAX SPlrcrrVC, REa'< L - 2 (0,� S �/RRJ S G.da /�j ( /d FTG) r 19 y USE �d Mp o,asr�'(� .. (SSE �S� !d a.c, Eltcfl w C - e7. ' 03 Te7.6 r, yriG�It #�Se 0 1 NGT TO J6 !q CC 2 (o, �EnC�s�� WEc3 - Mp"y Spa« "(c 6 DAzf LS 0 : _ l/SE # 6 L' l � /tKlx r ill wA� Lac 1�e #k6 Lel$ 1 1 q MAX b�ar I e1�Mµy 75707 • I y coK • 3ee�( Page: ' Project: Q � �� r, s SIMONWONG ENGINEERING Pa g 3 C) STRUCTURAL & BRIDGE ENGINEERS Proj. #: So -3Z GH2 i DaIpGE T Designed: K T G Date: *; 9968 Hibert Street, Suite 202 (858) 566 -3113 Revised: Checked: San Diego CA 92131 FAX (858) 566 -6844 F6 2 Pe o c,s T ri, f} - 0. 0 1 fi 1 9 (U, 9. 1� . ' BrtJEP PeYL Uo c / 910, f, 2 k AAJC+TV I.18, ' LUrCJ lIO tl2 GOM p2EJJt,�/y /`BEM SE�� N iP J 61 I - Ill Dt 2� O r X 2 /fir• rZ cz -r cOt,vw1N/ _ i 1 IHrrw 1'/Ai A,} -- — 5 H - +Ur - ! A T /LtG / N �� o I ' q ' o.0 1 2, q') = 5,76 2Ea'o r- co,.�r.,u ' �SJ�MC' DL1(ZJ 5 -1 4 13. 0A2d Aeon � t 'Kae( • I P uoc- 001,10 -J•2 'nc spwrrh167 16 IZ, bL • I Nub A�aJCti o WVULv t'01H r-EJ✓ s2�� T7 1, c UbC, 3 rrYGF� 0, 0,$3 2.3 /6 � Usk 1 ' Project: av P I L C(r rr> Pag 3 g Of SIMON WONG ENGINEERING F1 0 E- STRUCTURAL 8 BRIDGE ENGINEERS Proj . #: - o p ' Designed: K T c� Date: - - 1 - 7 _ o 9968 Hibert Street, Suite 202 (858) 566 -3113 Revised: Checked: San Diego, CA 92131 FAX (858) 566 -6844 5 — - zoo (�A (LINGz ? P11 4p!tt(l J LOWrO Np�a� so 6 FENc L6t\rE = I.SO M ' a(A' ZDO M r(\( 01 R ECTr ams( (U6 C- - i r HAO- OL -11,1C USE �2 r�F30�� F1�. -i J 7a rn AcoI&VE EQGE t GE,5 ' aUL7 Alit. ! (f TJ C4 ks; (tf M f i Z ,� (mqJ b'.S.`f I I i ' DOGE D(371gTtc� � , j Ir ((per BOLT SPAcr�f( woob S0 ` 2 (1�E7✓ 8,J.6� MEAL % 2 �3 D T3,3) o . USC 3 w Z �EN"we2- o tlN S "8 T I w� 8uc. -7J cEN�- ✓tt,�- ' fGvtce bo-r-7Ur., 3" rrco— F OF P0,) - r 1fi I�Z E/L >rl - 71P Or s ' i Page: 3 2 Project: Pa �, r C, rt r� J SIMON WONG ENGINEERING g - 4 u STRUCTURAL B BRIDGE ENGINEERS Proj. #: S- U - Geri t�rz,GE ' Designed: 1,- 4 Date: 7-(7-()( 9968 Hibert Street, Suite 202 (858) 566 -3113 Revised: Checked: San Diego, CA 92131 FAX (858) 566 -6844 ' T im3EA ' Pc.s-r D L ,� ! G �r , 2 y 2 z ZIGZ �}tLOwgrsLL .5 TAE rJ Oche, -1 VgtUE.3 F&/ Z &L✓r.q,ll Cor (3.2 Z` F - V ( PUS /'J F = I6s OJ i F = f yo p J ; 6 = a, 87T Cti,Er Cdvnrlo/ J) G = U. �o CwEr ���� rTrr.rr) ' Cd = I.do F� = lLcK K ✓: Q (,LUWA6 L Or ntG, 3TnESJ r F b = F c-,( C C� _ (S PJ , At-co -�t51,v 6HER2 HT Cooglykc �16�� CNOS3.K,S� A S3 ✓nnrr.rG- THA I.{v�1t7.9�,'(� "L SNFA✓Z Cu/.,j� QEJIGN OUE T"U REOUC 10r,4 ( e) Fu/Z ENO DI ✓�Anr�E 1 X200 �-(N NL r F -r Ir^ yr 3uLT" JrJ A c! t[ C 33-5 c70 JJ- 3 J 33 " l3 .S Mrr.r Rr 5 2 40 0 �33 -tO. y� q �0 OK R - A, 9 4 U = 6 Z / # ( 5o, 5NEA0- ' 7-00 GIfEcK )3oLi OEJIG/.r PEYL No-f 7'pBiE 1, 5HER2 I USE MAIN Ht — fiE ✓( = a r% / /2 �co,vJEavR I t�/C) OIW 6QpM , ��z ¢ Do t, - r / 61 0,T0 (Av r �, 9K0 > 6 ✓dK a `t z9 gj' IN - A 13Enrnrnrc S?l2E ✓� M� _ �� P' = (s9' ✓a(c 7 IN Project: G v p! L G H rt c rc I Page: 33 ' SIMON WONG ENGINEERING VA 7//N - CA 2 T B r1 U G, f STRUCTURAL &BRIDGE ENGINEERS Proj . #: 500-- ' Designed: K , Date: 7- (-7 _ o I 9968 Hibert Street, Suite 202 (858) 566 -3113 Checked: San Diego CA 92131 FAX (858) 566 -6844 Revised: CEIELK Slid "Ll�acKE7 ��ric �EM r +, N� I - 1 0�. (�, 7 = X200 X36 = 7.'L �y Sr0EJ 3, ' GApr,c rn - F =36 k•i Us e F _ � = 36 / Sr- EnwE�'L I�Er�at'�< ' 3 Ae ✓ OK o, 6 F� S = �, 6 �� 9,,1" K'')(a, 3 �T"!�r z� = ti, 3 $ > 3, 6 •. � �` �K � IJ 0K 4 3 VSE y X 6 Econr NO 7Ui, 2 ielj EtcH poJ T. 3 , I . ' 13` 2 Poor 8 2qc t<a: T ' APPENDIX A 1 ' GEOTECHNICAL RECOMMENDATIONS Afth.. Geotechnics Incorporated ' Principals: Anthony F. Belfast Michael P. Imbriglio ' W. Lee Vanderhurst January 10, 2000 Carltas Company Project No. 0054 - 002 -10 ' 5600 Avenida Encinas, Suite 100 Document No. 0 -0028 Carlsbad, California 92008 ' Attention: Mr. John Nabors ' SUBJECT: FOUNDATION RECOMMENDATIONS Quail Gardens Cart Path Bridge ' Encinitas Ranch Encinitas, California Dear Mr. Nabors: In accordance with your request, we are providing recommendations for the design of the abutment and bent foundations for the proposed bridge across Quail Gardens Drive. We have reviewed the Site Plan dated October 7, 1999, prepared by Mayers & Associates, which shows the proposed location of the bridge, a typical elevation of the bridge, and a footing detail. The plans indicate the ' bridge will be founded on spread footings at each abutment, with an option for a bent at mid -span. The depth to the bottom. of the proposed footings will be 9.5 feet. ' w f our As- Graded report project dated March 31, 1998, and our for the ro' Rased on our review o p p � observations during the grading of the area, we anticipate the footings will be founded in sandstone assigned to Quaternary-age terrace deposits, with relatively minor amounts of fill soil overlying 1t. ' This evaluation did not include additional exploration to evaluate the thickness of the fill. Based on our referenced report, the depth of fill beneath the proposed northeastern abutment is anticipated to be on the order of 5 to 6 feet below existing grade and approximately 3 to 4 feet on the southwestern ' abutment. The excavation for the northeastern abutment may encounter the panel drain installed to improve the stability of the overlying slope, or groundwater seepage if the excavation reaches an elevation of approximately 312 feet above mean sea level (MSL). Shallow groundwater is not anticipated at the bent or southwestern abutment locations, but may be encountered there also. ' 9245 Activity Rd., Ste. 103 - San Diego, California 92126 Phone (858) 536 -1000 - Fax (858) 536 -8311 P' 3,5- CARLTAS COMPANY PROJECT NO. 0054- 002 -10 ' JANUARY 10, 2000 DOCUMENT NO. 0 -0028 PAGE NO. 2 Foundation Recommendations ' The following recommendations are based on extending the proposed footings through the fill soils as necessary so that the bridge is founded entirely on formational material. ' Allowable Bearin g Capacity Ca aci 5,000 psf with at least 2 -foot embedment into sandstone materials. ' Lateral Load Resistance 3 50 psf per foot of embedment into sandstone. ' Setback From Slope Face Top outside edge of foundation should be a horizontal distance of at least 5 feet from the ' slope face. Peak Rock Seismic Acceleration 0.48g based on maximum credible event. ' 0.41 g based on maximum probable event. Acceleration Response Spectrum Caltrans Bridge Design Specification, Figure ' (ARS Curve) 3.21.4.3A (0 to 10 feet of Alluvium) Temporary Excavations ' Temporary excavations in fill materials should be inclined no steeper than 1:1 for heights up to 20 feet. Temporary excavations within the formational material should be inclined no steeper than %:1 for heights up to 20 feet. Excavations up to 4 feet may be made vertically. Geotechnics should be notified if deeper temporary excavations or shoring are required. Temporary excavations that encounter seepage or other potentially adverse conditions should be evaluated by the geotechnical consultant during grading. Remedial measures may include shoring or reducing slope inclinations: All excavations should conform with Cal -OSHA guidelines, and workmen should be protected from falling rocks in accordance with Cal -OSHA requirements. Should the excavation bottoms become saturated, crushed rock may be placed to provide a stable surface. Additional recommendations to improve drainage may be provided based on the site ' conditions exposed during construction. Geotechnics Incorporated p, 3 CARLTAS COMPANY PROJECT NO. 0054- 002 -10 ' JANUARY 10, 2000 DOCUMENT NO. 0-0028 PAGE NO.3 Earth- Retaining Structures ' For cantilever retaining walls, where the backfill is level or nearly level, an active earth pressure approximated by an equivalent fluid pressure of 301bs/ft may be used. The active pressure should ' be used for walls free to yield at the top at least 0.2 percent of the wall height. Where the earth slopes upwards at 2:1, an equivalent fluid pressure of 50 lbs /ft may be used. For walls restrained so that such movement is not permitted, an equivalent fluid pressure of 50 lbs/ft should be used, based Sn at -rest soil conditions with level backfill. In addition to the recommended earth pressure, walls adjacent to vehicular traffic should be designed to resist a uniform lateral pressure of 100 ' lbs/ft , acting as a result of an assumed 300 lbs/fl surcharge behind the wall. The above pressures assume no hydrostatic pressures, which will increase the lateral pressures on the wall. Walls should ' contain an adequate subdrain to reduce hydrostatic forces. Weepholes or a minimum 4 -inch diameter subdrain n in gravel may be used to relieve hydrostatic pressures. Vertical drainage directly behind the wall should also be provided, consisting of either a drainage panel or a 12 -inch thick gravel column. We should provide additional drainage recommendations, as necessary. ' Backfillin retaining wall 'v pressures well beyond the active g g s with expansive soils can increase lateral press y or at -rest pressures indicated above. We recommend that retaining wall backfill consist of cohesionless soil having an Expansion Index of 20 or less. The backfill area should include the zone defined by a 1:1 sloping plane, back from the base of the wall. Wall backfill should be compacted to at least 90 percent relative compaction as compared to the maximum density as evaluated by ASTM D 1557. Backfill should not be placed until walls have achieved adequate structural strength. Heavy compaction equipment which could cause distress to walls should not be used. ' We trust this letter meets your current needs. Please do not hesitate to call if you have any questions or if we can be of further service. ' Sincerely, GEOTECHIVICS INCORPORATED Dick Rom s Robert A. Torres, P.E. 43077 ' Project Geologist Senior Engineer ' Distribution: (4) Addressee Geotechnics Incorporated APPENDIX B PREFABRICATED TIMBER BRIDGE DESIGN CALCULATIONS 1 r ' Western Wood Structures, Inc. PO Box 130 Tualatin, Oregon 97062 ' Voice: (503) 692 -6900 Fax: (503) 692 -6434 Structural Design Calculations For: BRIDGES & PIERS ' Designer: TRM ' QUAIL GARDENS BRIDGE ENCINITAS, CALIFORNIA ' WWSI Job No. 014018 ' September 19, 2001 The attached calculations ( 28 Sheets) show the span and loading conditions and product design /selection for the ' above referenced project. The engineer's stamp is to confirm that these products are designed in accordance with published manufacturer's specifications or standard engineering practices. If the loads, spans, or spacings are incorrect or incomplete, ' notify Western Wood Structures, Inc. immediately. Neither engineer nor Western Wood Structures, Inc. can be responsible for the design or manufacture of these products if altered or used in any other manner not shown specifically on these calculations nor are they responsible for any other portion of the supporting structure unless noted otherwise. WESTERN WOOD ST n LoCTURES, INC PROJEC R,Or�1S b� ,0lsy DATE LOCATION E�C 1/lj ITS C i7 4 L 1 FIXU� I A o f P.O. BOX 130, TUALATIN, OREGON 97062 d r Lf v) SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. 7 BY *en * I OF e S��tnL ; r35` MTr�C. (�' 699 ` 5►��7�JS (�S� Z� �+- �fsF,Z,, / Su��►u) rZ „]C6 E W - DTTY a l C)" ItQ 1ID Ir%1 ( R -vew -S L I V E - Lo rti 1 0 1 0 - 0 T F 2 e - b L) Ll 6C 5 e + ef— W IND CArN u '�D r n?. 0, Sc I � ► I c. LOYVD : F o^d97 4 tiJAL : ) , D 14, ' I T o A-4e um cy 50) L 177 G E 'SD 'Oer --WI MA s G BRIDGE 5j gr 6'-4r 6 '_ 0 - 6 t r 2r. 7r GLULAM RAILS - Q- ,�. M rm M 3r . Or GLUtAM PURUN 5C. 'r cLULAM POST _ STEEL PURLRF I 2r DAN-AM DECK HANGER (ROUGH SIDE UP) 7 Qt 7FLOOR BE CLULAM GIRDERS 6' -3r STEEL DIAPHRAGM TYPICAL SECTION @ FLOOR BEAM / DIAPHRAGM SCALE : . T' -D' Western Wood Structures, Inc. PO Box 130 - Tualatin, Oregon 97062 ' June 1, 2001 (503) 692 -6900 Sheet 2of _ Quail Gardens Bridge Encinitas, California Job# 014018 ' Deck Design Using Douglas Fir Comb. 2 Glulam deck panels Use wet stresses Fbyy : =1800 psi Load Duration Cd : =1.00 Cmb : =0.80 Fv := 165 psi Flat use Cfu : =1.19 Cmv : =0.875 ' E:= 1700000psi Cme:= 0.8333 Deck Thickness, is :=2.50 in ' Design width, w:= 12.0 in A : =w•ts A = 30.00 in2 Live Load, L l := 100 psf 2 S: = wts S= 12.50 in3 ' 6 Purlin spacing, Ps : = 4.75 ft. ts 3 Purlin Width, Wp : =3.125 in 1:=w.— I = 15.63in 12 ' Clear span, Cs := Ps• 12 - Wp Cs = 53.88 in Design span, Ds := Cs + is Ds = 56.38 in (AASHTO 3.25.1.2) Dead Load, wdl := 50 1728 ts•w wdl = 0.87 lbs /in 1 Live Load, wll : =L l• w wll = 8.33 lbs /in 144 ' Moment Check: M : = (wdl + wll) • D M = 3655 in -lbs 8 fb := M fb = 292.43 psi ' S F'b := Fbyy•Cd•Cmb•Cfu F'b = 1714 psi OK 100• D� = 17.07% F'b Shear Check: ' V : =(wdl + wll) (D - tsl V = 236.36 lbs 2 l fv : = 3 V fv = 11.82 psi 2 A F'v := Fv•Cd•Cmv F'v = 144 psi OK 100• fv = 8.19 % F'v Deflection Check: dll:= 5 wll- All= 0.0495 in 384 E•Cme•I Deflection ratio, Dratio := D Dratio = 1139 OK All WESTERN WOOD STRUCTURES, INC. ' P.O. BOX 130 - TUALATIN, OREGON 97062 Sept. 18, 2001 503/692 -6900 SHEET M OF _ ' Quail Gardens Bridge Encinitas, California ' 014018 Deck Design Using Douglas Fir Comb. 2 Glulam deck panels (910LF C,'N2.'f LJ:5*V Fbyy : =1800 psi Fv : =165 psi y K K Eyy := 1.7.10 psi ' Use wet stresses n Cmb : = .8 U Cmv := .875 ' Cme: =.8333 A;` LD Di Cfu : =1.100 �k Z Cd := 1.15 P G7f I Deck Thickness, is := 2.5 in. Wear Surface, tw := 0 in. Effective width in bending Beff : = 15 in. Seff := Beff•ts2 Seff = 15.625 in .3 6 3 Ieff : = Beff• is Ieff = 19.531 in G ' Girder spacing Gs := 4.75 ft. Exterior Beam Width, ExtBmWidth := 3.125n. ' Interior Beam Width, IntBmWidth := 3.125in. ExtBmWidth + IntBmWidth Clear span, Cs := Gs — Cs = 4.49 ft. (2.12) Design span, Ds := Cs is g p + — • 12 Ds = 56.375 in. (AASHTO 3.25.1.2) 12 ' Dead Load, wdl := ts•50 • Beff + tw• 150 • Beff wdl = 1.085 lbs /in 2 1728 1728 Mdl : = wdl • Ds Mdl = 431.063 in — lbs 8 Wheel load, Pwheel: =2000 lbs. Width of Tire, Wt :_ (.0l)•(2.5)•Pwheel Wt = 7.071 in. ' Wwheel := Pwheel Wwheel = 282.843 lbs/in. Wt Wt 2 Mwheel := Pwhe Ds — (2 Wwheel Mwheel = 26419.733 in. lbs. 2 2 2 fb := (Mdl +Mwheel)•.8 fb = 1374.7608 psi. Seff F'b := Fbyy•Cmb•Cd•Cfu F'b = 1821.6 psi. OK I WESTERN WOOD STRUCTURES, INC. P.O. BOX 130 - TUALATIN, OREGON 97062 SEPT. 18, 2001 503/692 -6900 SHEETS OF Quail Gardens Golf Bridge Encinitas, California 014018 ' Deck Design - Effective Width for Shear Bseff : 15 + 2 is Bseff = 20 in. Aeff : = Bseff•ts Aeff = 50 inz Vdl := wdl• Ds _ ts Vdl = 37.164 lbs Beff 2 - (Ds — is — Wtl Vwheel :- Pwheel• 1 2 / I Vwheel = 1785.879 Ibs Ds ' fv :=3 Vdl + Vwheel N = 54.691 psi 2 •ts • Bseff F'v := Fv•Cmv•Cd F'v = 166.031 psi OK Mwheel Ds 2 8 0 Deltall 12000 (12 Deltall = .253 in. I • 10•Eyy•Cme Ieff 1.8.10 Deflection ratio, Dratio := Ds Dratio = 222.919 OK Deltall 1 Western Wood Structures, Inc. PO Box 130 - Tualatin, Oregon 97062 ' June 1, 2001 (503) 692 -6900 Sheet 3 of _ Quail Gardens Bridge ' Encinitas, California Job# 014018 ' Purlin Design: Wood density D,,,:=50 pcf Design span L:= 8.75ft C d : =1.00 Beam width b := 3.125 in Live load wll := 100.5.9375 wll = 594 plf Beam depth d :=9 in Deck load wdl := 10.42.5.9375 wdl = 61.87pif Design values for 24F -V4 beam Beam load w bm := b — •D w w bm = 9.77 plf F 1 , := 2400 psi C k := 0.80 144 F,,:= 190 psi C _,,:= 0.875 ' Total load w tl : = wll wdl + w bm w tl = 665 plf F,,:=650 psi C ,,:= 0.53 E „ := 1800000 psi C me := 0.833 E y := 1600000 psi ' Moment Check: L 2 Maximum moment M : =wtl• 8 M = 6368 ft -lbs 2 Section modulus S : = b • d S = 42.19 in 6 Actual bending stress f b := 12 • S f b = 1811 psi Allowable bending stress f F'b:= Fb•Cd•C F'b= 1920 psi OK b F' b =0.943 ' Shear Check: Design shear V : = w t l CL – d V = 2412 lbs 1 Shear area A := b •d 2 12 A = 28.13 in Actual shear stress f v := 3 V v f = 128.64psi 2 A Allowable shear stress f v F'v : =F d•C my F' = 166.3 psi OK — = 0.774 ' F v Bearing Check: ' Reaction R : = w tl • 2 R = 2911 lbs Allowable bearing stress F cp := F cp •C mcp F cp = 344.5 psi ' Required bearing length R = 2.70 in b •F' cp ' Deflection check: b d3 I:_— I= 189.84in4 E'x:= Ex•Cme 12 ' 3 tl 5 (L tl'L' 0 tl = 0.31 in L -12 = 341 OK 384 E x•I A tl ' A ll := 5 wll•L• 3 0 ll = 0.28 in L-12 = 382 OK 384 E' x'I A Il WESTERN WOOD STRUCTURES, INC PROJECT Qk)r;s L' � Acmtu DATE gP�rYa� LOCATION ClQCI R.( !T , P.O. BOX 130, TUALATIN, OREGON 97062 SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. D I 1 UI y BY / r I OF Z VV1 � � ►b,s P si L3,zs,h� / z Z�3.3 �n- i� . Zr,r� Z(o Z3 5 ZX 2I I 110 S,ZS�n z Q ( >/L oqq �sc, Western Wood Structures, Inc. PO Box 130 - Tualatin, Oregon 97062 June 1, 2001 (503) 692 -6900 Sheet I of _ Quail Gardens Bridge ' Encinitas, California Job# 014018 Floor Beam Design: ' Design span L : =12.12 in C ,j := 1.00 Wood density D,,,:=50 pcf Distance to PI a := L•0.5 - 57 a = 15.00 in Beam width b := 5.125 in Side Purlin loads P c ,,i : =416 lbs Beam depth d := 12 in ' (two each) P cis : =3171 lbs Center Purlin loads P �,�� := 519 lbs Design values for 24F -V4 beam (one each) P Cll := 4156.lbs F h : =2400 psi C,,, : =0.80 b D F,,:= 190 psi C : = 0.875 Beam self weight w bm := —d • W w bm = 1.78 lbs/in F ,:=650 psi C := 0.53 1.44 12 E „ := 1800000 psi C me : = 0.833 w dl : =w bm w dl = 1.78 lbs /in E y := 1600000 psi ' Moment Check: L2 (P Cdl + P C11) .L Max. moment M := w dl' 8 + ( Shc + P Sll) -a + 4 M = 226725 in-lbs ' 2 Section modulus S := b • d S = 123.0 in 6 Bending stress f b:= M f b= 1843.3psi S Allowable bending stress f F'b:= Fb•Cd•C F'b =1920 psi b =0.960 OK F b Shear Check: I 1 Design shear V : = w dl' (2 - d I + P Shc + P S11 +- ' ( Cdl + P CII) V = 6031 lbs Shear area A := b •d / A = 61.50 in Shear stress f := 3.V f = 147.11psi ' v 2 A v Allowable shear stress f F =F VCd•C F 166.25 psi v = 0.885 OK F ' Bearing Check: Reaction R := w dl' 2 + P Shc + P S11 + 2' ( P Cdl + P C11) R = 6053 lbs Required bearing length R = 3.43 in b•F cp •C mcp ' Deflection check: 1:= b_d3 I = 738.0 in E':= E X •C me F= 1499400 12 A 5 w dl' L4 + (PShc +P511)- a. (3'L2- 4•a + (P Cdl +PC11 L3 ti '- 384 E'•I 24•E'•I 48•E'•1 ' A t1= 0.3960 in I- = 364 OK A ti PSll' L2 -4 - a 2 ) PCll'L L 24-F-1 48-F-1 A 11= 0.3435 in — = 419 OK All PROJECT At1L L ' j n15 �jQ� 1 (� DATE WESTERN WOOD Sl ndCTURES, INC. S/,7 /o LOCATION lCtn ) tT► 4 S C r4L /Fd�i�11►9 P.O. BOX 130, TUALATIN, OREGON 97062 n SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. d 14 j BY � OF A San (x2 3 �I✓o ks� (a(o cc � CSC 'T'S 60 x 4 x ?X -} )4F AJ4 O tt; . 3.3�5 VIATEA. 1 p� P� u LA f �N t tt , tt L3x3x 3 - (o ►2 3 -o IZ 3 -� Western Wood Structures Inc. Computer Analysts Systems P.O. Box 130, 20675 S.W. 105th, Tualatin, OR 97062 -0130 503/692 -6900 or 8001547 -5411 Fax: 503/692 -6434 6/1/01 Quail Gardens Bridge Encinitas, California WWSI #014018 FLOOR BEAM TO GIRDER CONNECTION W Floor beam reaction: R= 6053 Ibs 1 Use 2 4 shear plates n= 3 number of shear plates 4 "0 SHR e Q= 3040 Ibs C 1.00 Duration factor ' Cm 0.67 Wet use factor Co 1.00 Group action factor C,= [ Geometry factor " 1 , "0 M.B. 1 Z " •' S i Q'= nQC Q'= 6110.4 Ibs OK 1 Bearina Plate Desi n G- R R GIRDER b= 5.125 in. Width of floor beam L= 4 in. Length of bearing plate Fc 650 psi Design compression perp. to grain. T Cm 0.53 Wet use factor FLOOR BEAM Fy= 36 ksi Steel yield stress Fc.L= 344.5 psi Allowable compression perp. to grain. Ea p= 295.27 psi Pressure on bearing plate OK t= 0.487 in Minimum bearing plate thickness ' Rotation Bolt Design Use (4)'/." o M.B. to resist rotation of girder n= 4 total number of bolts Z= 3170 Ibs ' C 1.00 Duration factor Cm 0.75 Wet use factor cg= 1.00 Group action factor C,= L68 .95 Geometry factor ' W= .75 in. Width of Girder EB= .00 in C= T= R(E /E E 5.625 in C =T= 4256lbs ' Z'= nQC Z'= 4526.8 Ibs OK i 1 Western Wood Structures, Inc. PO Box 130 - Tualatin, Oregon 97062 March 29, 2001 (503) 692 -6900 Sheet of 1 -- Quail Gardens Bridge 1 Encinitas, California Rail Design: Job# 014018 Wood density D w . = 50 pcf 1 Design span L:= 8.75ft Rail width b := 2.125 in Live load w ll : =50 plf C d := 1.00 Rail depth d : =7.5 in 1 _ b•d Design values for Comb. 2 rail Beam load w beam - T'D w W beam = 5.53 plf F bx : =1700 psi C m b := 0.80 Total load w tl :_ `''' 11 + w beam w tl = 55.5pif F b := 1800 psi C f := 1.19 F vy := 165 psi C my := 0.875 1 Moment Design: 2 E x := 1700000 psi C me := 0.833 Maximum moment M x : = W tl'$ M x = 531 ft -lbs E y :=1700000 psi 1 M : =wll•L 2 M=479 ft -lbs y y L : =L 12 u Lu 14.00 d 2 L 1.63•L +3•d 1 Section modulus S x: =b•T 2 S x = 19.9in3 K bE : _ 0.609 S y : =d.T S y = 5.64in d RB:= L R = 17.93 1 M Bending stress fb : =12• x fb = 320psi f b := 12•� f b = 1017 psi F bE := K bER B'C me F bE = 2681 1 y Allowable bending stress F bE 1 X := X = 1.972 12 b�x d m C f-g- ( —T-97 -Tg5 CL= 0.9551 1 F' bx : bx'C d'C mb'C L F b = 1299 psi F' by := F by'C d'C mb'C fu F' b = 1714 psi �� + f � y = 0.840 OK 1 bx by Shear Design: Design shear V := w tl' ( -� V = 233 lbs 1 Shear area A : =b•d ` A= 15.94 in Shear stress f v : _ 3 • V f v = 21.94 psi 1 Allowable shear stress f F' vy := F vy 'C d•C my F' vy = 144.38 psi OK 7 - = 0.152 vy ' Deflection check: - I -7 2 - I 74.7lin E':= E E'= 1.42.10 3 1 y := I 6.00 in ' 5 (L•12) L •12 (Vertical) ° t l :_ w tl'L'r ° tt = 0.07 in = 1517 OK 79 ' x ° tl 3 (Horizontal) ° tl : w III (> ° tl = 0.78 in L -12 = 135 OK ' y °11 ' Western Wood Structures, Inc. PO Box 130 - Tualatin, Oregon 97062 p� March 29, 2001 (503) 692 -6900 Sheet fJ of e ' Quail Gardens Bridge g Encinitas, California Job# 014018 Post Design: Top rail depth h t := 7.5in C d := 1.00 Post width b := 5.125 in Height of Rail h r :=42 in C - 1.10 Post depth d :=4.5 in (above deck) fu - ' Drop to Deck Design values for Comb. 2 post from top of Girder h d:= 15 in F b := 1800 psi C mb := 0.80 Distance to bolt h b : =3.0 in F v : =165 psi C my := 0.875 ' (from top of beam) h t E := 1700000psi C me := 0.833 Lever arm La : = h r - h d + h b - La = 26.25 in ' Post spacing Ps := 1.7-'It Post load P := 50•Ps P = 438 lbs Distance to bolt h v := 15.Oin ' (from bottom of pos., Bolt diameter b:=-4 in ' Moment Check: Maximum moment M : =La•P M = 11484 in -lbs z Section modulus S- _ ( ). b S = 15.87 in Actual bending stress f b : _ 7 f b = 724 psi ' Allowable bending stress f b F'b:= Fb•Cd•Cmb•Cfu F'b= 1584 psi OK F „— b =0.457 ' Shear Check: Design shear V:= .�•-T V= 1148 lbs v ' Shear area A:= b•(d- �b -- A= 18.58in Actual shear stress f v : _ -T A f v = 92.72 psi Allowable shear stress f v ' F v : =F v •C d•C my F' v = 144.4 psi OK Tr- = 0.642 v ' Deflection check: d b 1:= I= 50.48 in E':= E C me -� 1 3 La A I,:= T-17 A 11= 0.0369 in = 711 OK X11 ' Western Wood Structures, Inc. - FiRP® Analysis Program : Version 2.0.07 PO Box 130, Tualatin OR 97062 - (503)692 -6900 June 1, 2001 014018 - QUAIL GARDENS BRIDGE- ENCINITAS, CA Designer: TM 1 69' GIRDER - Design Data Beam Mark: 69' GIRDER - 6.75" x 48.146" x 69.75' Doug Fir L3 Fv = 230.0 psi Fry = 270.0 psi FcPerp = 650.0 psi Fb = 1500.0 psi Fc = 1550.0 psi ' Ewb = 1.90E +06 psi Eyb = 1.81 E +06 psi Eo = 1.50E +06 psi Carbon Reinforcement @ 0.07" thick Etr = 1.80E +07 psi FtRp = 1.34E +05 psi ' 2 layer(s) of bottom Reinforcement with 1.5" bumper 69' GIRDER - Span Information ' Main Span = 69.75' Unsupported length for positive moment = 17.0' 69' GIRDER - Load Information Force = pounds, loads = plf, location = ft ' DL Magnitude LL Magnitude Load Location Load # Load Type Start End Start End Start End ' 1 Uniform Load 108.40 108.40 469.20 469.20 0.00 69.75 2 Uniform Load 15.75 15.75 0.00 0.00 0.00 69.75 *"* Load Adjustment Factors: Duration Factor = 1.0, Wet Conditions of use. 69' GIRDER - Analysis Results ' Span # Load Shear Moment Span Moment Comb. Start End Start End Mag Loc 1 1 8265 8265 0 0 144123 34.92 2 24628 24628 0 0 429458 34.92 LDA Z =� Z \JC-41 4- r 01F \.3AIM, ALLe-O (0 "0 NcTILC I OL, t) Page 17k of _ Western Wood Structures, Inc. - FiRP® Analysis Program : Version 2.0.07 PO Box 130, Tualatin OR 97062 - (503)692 -6900 June 1, 2001 014018 - QUAIL GARDENS BRIDGE - ENCINITAS, CA Designer: TM 69' GIRDER - Design Check: ' Shear, Moment and Deflection Criteria Unreinforced Section: ' Area = 324.985 sq in. Section Modulus = 2607.8 cu in. Moment Of Inertia = 62777.4 in ^4 Cv( +) = 0.7509 CI( +DL) = 0.9526 CI( +LL) = 0.9427 Vo(DL) = 39242.0 lb ' Vo(LL) = 43602.2 lb Mo( +DL) = 176231.7 ft -lb Mo( +LL) = 195813.0 ft -lb ' Reinforced Section: FJQSL = 4550.0 psi a( +) = 24.9823 in z( +) = 34.0819 in R( +) = 1.5730 in Ir( +) = 69416.1 in ^4 CI( +DL) = 0.9006 ' CI( +LL) = 0.8805 FJD( +DL) = 2745.2 psi FJD( +LL) = 3050.3 psi StRt( +DL) _ - 42794.2 psi ' StRt( +LL) _ - 27633.2 psi Cr( +) = 1.0000 Vr( +DL) = 42457.5 lb Vr( +LL) = 47175.0 lb ' Main Span Mr(DL) = 393609.0 ft -lb Mr(LL) = 427536.6 ft -lb Left Bearing Length Required = 10.59 in. Right Bearing Length Required = 10.59 in. ' Main Span Camber = 1.5 " 1.1565 = 1.7347 inches Criteria Load Case Actual Allowable Analysis / Design ' Shear 2 21803.68 43602.22 0.50 Bending( +) 2 429458.06 427536.59 1.00 Main Span LL Defl 2 2.29 (U366) 2.33 (U360) 0.98 Main Span TL Defl 2 3.45 (U243) 3.49 (U240) 0.99 69' GIRDER - Reinforcement Cutoff Lengths ' Bottom Reinforcement Length = 53.75 ft. starting at 8.00 ft. Page 1 0 of _ Western Wood Structures, Inc. - FiRP® Analysis Program : Version 2.0.07 PO Box 130, Tualatin OR 97062 - (503)692 -6900 June 1, 2001 014018 - QUAIL GARDENS BRIDGE - ENCINITAS, CA Designer: TM Beam Mark G Fabrication Details ing B 6.75" x 48.146" FiRP® Reinforced Glulam Beam 8.00' 53.755' 8.00' Filler Limits of Reinforcing Filler ' 69.75' ' Timber Species: DF Grade: L3 FJQ = 4550.0 psi Firp Type : Carbon E = 1.80E +07 psi thickness= 0.070 inches Left Bearing Length Required = 10.59 in. Right Bearing Length Required = 10.59 in. Main Span Camber = 1.5 " 1.1565 = 1.7347 inches 46.5 inches ' 2 layers of FiRPTM Reinforcing 1.5 inch Bumper ' Section B -B Page I of _ Western Wood Structures, Inc. - FiRP® Analysis Program : Version 2.0.07 PO Box 130, Tualatin OR 97062 - (503)692 -6900 June 1, 2001 014018 - QUAIL GARDENS BRIDGE - ENCINITAS, CA Designer: TM ' 66' GIRDER - Design Data Beam Mark: 66' GIRDER - 6.75" x 48.146" x 66.75' Doug Fir L3 Fv = 230.0 psi Fry = 270.0 psi FcPerp = 650.0 psi Fb = 1500.0 psi Fc = 1550.0 psi Ewb = 1.90E +06 psi Eyb = 1.81 E +06 psi Eo = 1.50E +06 psi - + _ + psi Reinforcement 0.07 thick Etr - 1.80E 07 psi FtR 1.34E 05 p Carbon Re @ P P ' 2 layer(s) of bottom Reinforcement with 1.5" bumper 66' GIRDER - Span Information Main Span = 66.75' Unsupported length for positive moment = 17.0' 66' GIRDER - Load Information Force = pounds, loads = plf, location = ft DL Magnitude LL Magnitude Load Location Load # Load Type Start End Start End Start End ' 1 Uniform Load 108.40 108.40 462.00 462.00 0.00 66.75 2 Uniform Load 15.75 15.75 0.00 0.00 0.00 66.75 Load Adjustment Factors: Duration Factor = 1.0, Wet Conditions of use. 66' GIRDER - Analysis Results ' Span # Load Shear Moment Span Moment Comb. Start End Start End Mag Loc 1 1 7910 7910 0 0 131991 33.42 2 23329 23329 0 0 389300 33.42 k)V&)4T �n I.LtYD & "0 Dd l - P LC I aOld Y L �v �� E�'.- J� 1 Page of _ Western Wood Structures, Inc. - FIRP® Analysis Program : Version 2.0.07 PO Box 130, Tualatin OR 97062 - (503)692 -6900 June 1, 2001 094018 - QUAIL GARDENS BRIDGE - ENCINITAS, CA Designer: TM 66' GIRDER - Design Check: Shear, Moment and Deflection Criteria Unreinforced Section: ' Area = 324.985 sq in. Section Modulus = 2607.8 cu in. Moment Of Inertia = 62777.4 in ^4 Cv( +) = 0.7542 CI( +DL) = 0.9526 Cl( +LL) = 0.9427 Vo(DL) = 39242.0 lb ' Vo(LL) = 43602.2 lb Mo( +DL) = 177008.2 ft -lb Mo( +LL) = 196675.8 ft -lb Reinforced Section: FJQSL = 4550.0 psi a( +) = 24.9823 in z( +) = 34.0819 in R( +) = 1.5730 in lr( +) = 69416.1 in ^4 CI( +DL) = 0.9006 ' Cl( +LL) = 0.8805 FJD( +DL) = 2757.3 psi FJD( +LL) = 3063.7 psi StRt( +DL) _ - 42193.0 psi ' StRt( +LL) _ - 26965.2 psi Cr( +) = 1.0000 Vr( +DL) = 42457.5 lb Vr( +LL) = 47175.0 lb Main Span Mr(DL) = 393608.9 ft -lb Mr(LL) = 427536.7 ft -lb Left Bearing Length Required = 10.03 in. Right Bearing Length Required = 10.03 in. ' Main Span Camber = 1.5 " 0.9732 = 1.4598 inches Criteria Load Case Actual Allowable Analysis / Design Shear 2 20532.89 43602.22 0.47 Bending( +) 2 389299.81 427536.69 0.91 Main Span LL Defl 2 1.90 (U422) 2.22 (U360) 0.85 ' Main Span TL Defl 2 2.87 (U279) 3.34 (U240) 0.86 66' GIRDER - Reinforcement Cutoff Lengths ' Bottom Reinforcement Length = 49.25 ft. starting at 8.75 ft. Page 13 of Western Wood Structures, Inc. - F/RPO Analysis Program : Version 2.0.07 PO Box 130, Tualatin OR 97062 - (503)692 -6900 ; 7 june 1, 2001 094098 - QUAIL GARDENS BRIDGE - ENCINITAS, CA Designer: TM ' Beam Mark: Note: 66' IIaRDER F ab ri ej ti Details B 6.75" x 48.146" FiRP® Reinforced Glulam Beam B ' 8.75' 49.25' 8.75' Filler Limits of Reinforcing Filler ' 66.75' ' Timber Species: DF Grade : L3 FJQ = 4550.0 psi Firp Type: Carbon E = 1.80E +07 psi thickness = 0.070 inches Left Bearing Length Required = 10.03 in. ' Right Bearing Length Required = 10.03 in. Main Span Camber = 1.5 * 0.9732 = 1.4598 inches 46.5 inches ' 2 layers of FiRPTM Reinforcing 1.5 inch Bumper ' Section B -B w Page i` of _ DATE WESTERN WOOD Sl m UCTURES, INC PROJECT LOCATION P.O. BOX 130, TUALATIN, OREGON 97062 SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. BY OF �bSTS � d ? I , t7 fig 8 LC 16JA *+SIC- - Des,"! IJ = ho SO IL ?ft0FI (,E SD ►kSS -r��� .�.- -- � sac 3p -.T o y 4 Ak l(o- � = 1 t►�LE r (� — K 2' 9 z d4A4\-� I Js = • Z7 C Z 06/4 - 3a , Z 1514 U ►�'l L, y9Q.r1eYl.1S �' � WESTERN WOOD STRUCTURES, INC PROJECT (�' Vf T�1 DATE LOCATION C►N ►5 , Cn 9/1�' 01 A 503/692 -6900 • A FAX 503/692-6434 EET 4 JOB NO. �I 'T v BY SHEET 1 1 ' z i 5�8 x 1 z / 051 S gBZS o r_ 7 -4 Pe / Fc.F /Z" Pt'wf-L;e - &m e �� ��0�C. = 30. For, i kCrp TU V Low z gfos �� _� X82 �t,,F J5 iAJ CrKCl)zWMY►S . ; 1 1 1 1 1 1 DATE WESTERN WOOD Sl nd CTURES, INC PROJECT LOCATION P.O. BOX 130, TUALATIN, OREGON 97062 SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. BY OF 1 1-zo6 1107 llo� Ib llo� tb llo} I6 106 . I 13 TZ TSB 6 7, C3 —7h T = 1 (doo Ib `S1n5N° = 903 lb. JsE %z c = a o3 4 1 6 a-,s s,4,-4° = 1) is y I o M. 4 . -t• : � 1-1- S,., /Av a! � eoD. 1 C 1 _ 5 1b ex e, 1 (o° t ° 9 4 4b 6Y— A*VTrn T V Sc Z 6J ' -rurAl_ t.►�" c.I�+ cam's =, �9 Z ►� ZC /3) 1L vt Ube �IL� I v5� �U� 1 �,•� N�r�, r�t{��C < L `�Tt "'; fu .r``t ' Yestern Wood Structures, Ir Steel Tie Rod Design ' Steel rods are A36 steel (designed for tension only) Fy = 36,000 psi Yielding 28,800 psi Rods are welded at the ends (net area= gross area) _ Fu = 58,000 psi Fracture 38,667 psi Design includes a 1/3 increase for wind or seismic loads ('94 UBC sec. 1603.5) Bearing 92,800 psi ' Allowable turnbuckle loads are based on a safety factor of 2.5 Flare welds are 3" long and based on Fu = 70,000 psi Allowable Load Steel Rod Diameter 1/2 Area= 0.1963 in ^2 5,655 Ibs Bolt (Double Shear) 5/8 A �� 153 Ibs ' Turnbuckle Diameter 1/2 5,860 Ibs End Dist. Steel Tab Dimensions 1/4 2 Bearing 8,700 Ibs 1.00 Weld (2) 3" x 3/16 22.274 Ibs Allowable Load Steel Rod Diameter 5/8 Area= 0.3068 in ^2 8,836 Ibs ' Bolt (Double Shear) 5/8 A325 17,200 Ibs Turnbuckle Diameter 5/8 9,330 Ibs End Dist. Steel Tab Dimensions 1/4 2 Bearing 9,667 Ibs 1.00 Weld (2) 3" x 3/16 22,274 Ibs ' Allowable Load Steel Rod Diameter 3/4 Area= 0.4418 in ^2 12,723 Ibs ' Bolt (Double Shear) 5/8 A325 17,200 Ibs Turnbuckle Diameter 3/4 13,800 Ibs End Dist. Steel Tab Dimensions 318 2 Bearing 14,500 Ibs 1.00 1 Weld (2) 3" x 3/16 22,274 Ibs Allowable Load ' Steel Rod Diameter 7/8 Area= 0.6013 in ^2 17.318 1 b Bolt (Double Shear) 5/8 A325 17,200 Ibs Turnbuckle Diameter 7/8 19,200 Ibs End Dist. Steel Tab Dimensions 3/8 21/4 Bearing 18,125 Ibs 1.25 ' Weld (2) 3" x 3/16 22,274 Ibs ' Allowable Load Steel Rod Diameter 1 Area = 0.7854 in ^2 1 22,619 Ibs Bolt (Double Shear) 3/4 A325 24.800 Ibs Turnbuckle Diameter 1 24,800 Ibs End Dist. ' Steel Tab Dimensions 1/2 21/4 Fracture 24,167 Ibs 1.50 Weld (2) 3" x 1/4 29,698 Ibs ' Allowable Load Steel Rod Diameter 1 1/8 Area= 0.9940 in ^2 28,628 Ibs Bolt (Double Shear) 7/8 A325 33,700 Ibs ' Turnbuckle Diameter 1 1/8 30,900 Ibs End Dist. Steel Tab Dimensions 5/8 21/2 Fracture 33,229 Ibs 1.75 Weld (2) 3" x 1/4 29,698 Ibs ' Allowable Load Steel Rod Diameter 1 1/4 Area= 1.2272 in ^2 35,343 Ibs ' Bolt (Double Shear) 1 A325 44,000 Ibs Turnbuckle Diameter 1 1/4 40,500 Ibs End Dist. Steel Tab Dimensions 5/8 23/4 Fracture 36,250 Ibs 2.00 vbp Weld (2) 3" x 5/16 37,123 Ibs 1r ' RodBracin ls DATE WESTERN WOOD SlndCTURES, INC PROJECT LOCATION P.O. BOX 130, TUALATIN, OREGON 97062 SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. BY '� OF . SORT 7C546a � A0 Z 7o lb VL = !6, ZOO 1►� SSO Lb- to �z• St. <5Zl FauE _ �� {� t Zba� Ib\ Z �l 8 < J4 / = .� W CP 9 3� b , s 8 G� z u V I ��Cvs Z(o 7 = 93�6 11 ' /Cad Z2 3` ' I °I o 64 lb, or► �33o ISC IZ,33 ��= Ils,oc��} ��- -� . Ib I 2 4 Looto 1b] C = I ,'"3 3 5Yz a C . U SE (3 1 m �!� `'�- �' = 5�z0 �.a � � 3 _ ! (o� o f ib OIL, a,r�(,8 th 5A -rrL' — Zo EtS�15/6 a. T \ A6. PcLL-11*leLc .4 14o C� �q`Zo 1b' RNs nom. tocoo ?"no Sc SN S Z3 a Z `� ' WoodWo Western Wood Structures, Inc. 20675 SW 105th Ave. F PO COMPANY PROJECT Box 130 SO Fnvue f roR WOOD bfsICN Tualatin, Oregon 97062 -0130 June 1, 2001 13:01:12 Columnl.wwc Design Check Calculation Sheet LOADS ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Axial 14445 (ECcen ricity = 1.0 in ' 2 Live Axial 31685 (Eccen ricit = 1.0 in MAXIMUM REACTIONS (lbs): Ot 12'-4" Glulam- Axial, VG West.DF, 5, 6- 314x10 -112" ' Self Weight of 16.83 plf automatically included in loads; Pinned base; Loadface = width(b); Service: wet; Ke x Lb: 1.00 x 6.17= 6.17 [ft]; Ke x Ld: 1.00 x 12.33= 12.33 [ft]; Load combinations: ICBO -UBC SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and In) ' Criterion Anal sis Value Design Value Anal sis /Desi n Axial fc = 654 Fc' = 1618 fc /Fc' = 0.40 Combined (axia + eccentric moment) q.15.4 -2 = 0.43 Axial Bearin f = 654 F ' = 1568 f /F ' = 0.42 ' ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fc' = 2400 1.00 0.73 1.00 1.00 (Cp = 0.924) 2 ' E' = 2.0 million 0.83 1.00 0 Fg' = 1568 1.00 1.00 2 Axial : LC# 2 = D+L, P =46337 lbs (D =dead L =live S =snow W =wind I= impact C= construction) 1 (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: bxd = actual breadth x actual depth. ZD ' COMPANY PROJECT WoodWorks ® Western Wood Structures, Inc. 20675 SW 105th Ave. 69 l,crr-Orp PO Box 130 Tualatin, Oregon 97062 -0130 EtleruTccl ' June 1, 2001 13:01:50 Columnlecc.wwc V Design Check Calculation Sheet ' LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Axial 14445 (Eccen ricity = 3.0 in 2 Live Axial 16194 (Eccen ricit 3.0 in MAXIMUM REACTIONS (lbs): 0. 12' -4" Glulam- Axial, VG West.DF, 5, 6- 3/4x10 -1/2" ' Self Weight of 16.83 plf automatically included in loads; Pinned base; Loadface = width(b); Service: wet; Ke x Lb: 1.00 x 6.17= 6.17 [ft]; Ke x Ld: 1.00 x 12.33= 12.33 [ft]; Load combinations: ICBO -UBC SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and In) Criterion Analysis Value Design Value Anal sis /Desi n Axial fc = 435 Fc' = 1618 fc /Fc' = 0.27 Combined (axial + eccentric moment) q.15.4 -2 = 0.57 Axial Bearinq fq = 435 F ' = 1568 f /F ' = 0.28 ' ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fc' = 2400 1.00 0.73 1.00 1.00 (Cp = 0.924) 2 ' E' = 2.0 million 0.83 1.00 0 Fg' = 1568 1.00 1.00 2 Axial : LC# 2 = D +L, P =30846 lbs (D =dead L =live S =snow W =wind I= impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 1 2. GLULAM: bxd = actual breadth x actual depth. DATE WESTERN WOOD S) n OCTURES, INC PROJECT w Pry LOCATION P.O. BOX 130, TUALATIN, OREGON 97062 l (� SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. �I "/ U I y BY 2� OF } S r C-D&W ez:00AO i� '' � •��I (� IO � I O I 7 - w,Q 4 �S�x3x 8 TEL 1Qvr DE're2.r� TN IZ cN�'J5 A? =iCYL i• h;r;<A 77c_? TIE Zoy To(L(E-�r I0I )b. S1c Zg �r - ��� a q .(�lo C u(o,ouo ps;. j IJ Sr✓ T�l 9K 3 X g . ^uan� cQ ti, 3, = 30'. �r�} D�✓f� S = �J ? J S Tvr = ��SZ ZA6 -�� _ 1 1, ( U4 per' X163 14 - DATE WESTERN WOOD Sl H UCTURES, INC PROJECT LOCATION P.O. BOX 130, TUALATIN, OREGON 97062 SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. BY OF i i 9 C �L�nc �'jlrn 'fD T6 Z� . 0 I DATE ''WESTERN WOOD Sl KLICTURES, INC PROJECT Ll Jl+f L- &� �-MS SKJ , 61!5 LOCATION GT/l� Cf iT CA S1�6'lo i P.O. BOX 130, TUALATIN, OREGON 97062 Cl SHEET 503/692 -6900 FAX 503/692 -6434 JOB NO. 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