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2001-7143 I (Plans)GENERAL NOTES 1. A PERMIT SHALL BE OBTAINED FROM THE ENCINITAS ENGINEERING SERVICES DEPARTMENT FOR ANY WORK WITHIN THE STREET RIGHT -OF- WAY. 2. APPROVAL OF THESE IMPROVEMENT PLANS AS SHOWN DOES NOT CONSTITUTE APPROVAL OF ANY CONSTRUCTION OUTSIDE THE PROJECT BOUNDARY. 3. THE EXISTENCE AND LOCATION OF EXISTING UNDERGROUND FACILITIES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO OTHER EXISTING FACILITIES EXCEPT AS SHOWN ON THESE PLANS. HOWEVER, THE CONTRACTOR IS REQUIRED TO TAKE PRECAUTIONARY MEASURES TO PROTECT ANY EXISTING FACILITIES SHOWN HEREON AND ANY OTHER WHICH IS NOT OF RECORD OR NOT SHOWN ON THESE PLANS. 4. LOCATION AND ELEVATION OF IMPROVEMENTS TO BE MET BY WORK TO BE DONE SHALL BE CONFIRMED BY FIELD MEASUREMENTS PRIOR TO CONSTRUCTION OF NEW WORK. CONTRACTOR WILL MAKE EXPLORATORY EXCAVATIONS AND LOCATE EXISTING UNDERGROUND FACILITIES SUFFICIENTLY AHEAD OF CONSTRUCTION TO PERMIT REVISIONS TO PLANS IF REVISIONS ARE NECESSARY BECAUSE OF ACTUAL LOCATION OF EXISTING FACILITIES. 5. IT SHALL BE THE RESPONSIBILITY OF THE DEVELOPER TO CONTACT THE UTILITY AGENCIES, ADVISE THEM OF THE PROPOSED IMPROVEMENTS, AND BEAR THE COST OF RELOCATIONS, IF NEEDED. 6. POWER SOURCES AND RUNS SERVING STREET LIGHTS SHALL BE SHOWN ON THE "AS BUILT" IMPROVEMENT DRAWINGS. ALL SOURCES SHALL BE LOCATED WITHIN THE DEDICATED RIGHT -OF -WAY, OR WITHIN EASEMENTS DEDICATED TO THE CITY OF ENCINITAS. 7. THE DEVELOPER SHALL BE RESPONSIBLE THAT ANY MONUMENT OR BENCH MARK WHICH IS DISTURBED OR DESTROYED SHALL BE RE- ESTABLISHED AND REPLACED BY A REGISTERED CIVIL ENGINEER OR A LICENSED LAND SURVEYOR. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REPLACEMENT OF ANY STRIPING PAVEMENT MARKERS, OR LEGENDS OBLITERATED BY THIS PROJECT. 9. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PREPARE DETOUR AND TRAFFIC CONTROL PLANS AND TO OBTAIN APPROVALS FROM CITY TRAFFIC ENGINEER PRIOR TO COMMENCEMENT OF WORK. 10. ALL SIGNS SHALL BE ALUMINUM WITH 3M HIGH INTENSITY TYPE REFLECTIVE FACE OR EQUIVALENT. 11. ALL NEW STRIPING AND SANDBLASTING OF REDUNDANT STRIPING SHALL BE DONE BY CONTRACTOR. 12. THE GEOTECHNICAL RECOMMENDATIONS OBTAINED FROM THE LETTER BY GEOTECHNICS INCORPORATED, DATED JAN. 10, 2000 WITH THE SUBJECT HEADING "FOUNDATION RECOMMENDATIONS FOR QUAIL GARDENS CART PATH BRIDGE - ENCINITAS RANCH, ENCINITAS, CALIFORNIA" WERE USED FOR THE DESIGN OF THIS BRIDGE. 13. PRIVATE ROAD IMPROVEMENTS SHOWN HEREON ARE FOR INFORMATION ONLY. CITY OFFICIALS SIGNATURE HEREON DOES NOT CONSTITUTE APPROVAL OR RESPONSIBILITY OF ANY KIND FOR THE DESIGN OR CONSTRUCTION OF THESE PRIVATE IMPROVEMENTS. (IF APPLICABLE). 14. THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR OR LIABLE FOR UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THESE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. GENERAL NOTES — WORKING STRESS DESIGN DESIGN: 1997 UNIFORM BUILDING CODE LIVE LOAD: 100 psf PEDESTRIAN LOADING SEISMIC LOAD: ZONE 4; Na = Nv = 1.0 METAL SOIL PROFILE SD RAILING REINFORCED fy = 60,000 psi fs = 24,000 psi CONCRETE: f6 = 3,600 psi ft = 1,440 psi METAL BEAM GUARD n = 9 CALTRANS STANDARD PLANS DATED JULY 1999 P EDESTRIAN / GOLFCART Al OA ABBREVIATIONS T.C. TOP OF CURB A77A METAL BEAM GUARD RAILING - TYPICAL WOOD POST WITH WOOD BLOCK A77B METAL BEAM GUARD RAILING - STANDARD HARDWARE A77C METAL BEAM GUARD RAILING - WOOD POST AND WOOD BLOCK DETAILS A77H METAL BEAM GUARD RAILING - ANCHOR CABLE AND ANCHOR PLATE DETAILS A77L METAL BEAM GUARD RAILING AND SINGLE FACED BARRIER RAILING - END TREATMENT BO -3 BRIDGE DETAILS PORTION FOR ABBREVIATIONS ORIGINAL SCALE OF FULL SIZE PLANS (INCHES) 0 1 2 3 SIDE VISTA CARLSBAD \SAN MARCOS LEU S T E E UNDERGROUND SERVICE ALERT Call:Toll FREE 1 -800 422 -4133 TWO WORKING DAYS BEFORE YOU DIG "CAUTION ": Remember that the USA Center notifies only those utilities belonging to the center. There could be other utilities Present at the work site. The center will nform you of whom they will notify. SOLANA BEACH MIRA MESA O LA JOLLAO OULAN O BEACH E RANCHO BERNARDO O O POWAY TIERRASANTA SAN DIEGO CITY CHULA n O VISTA LAKESIDE CAJON ALPINE PACIFIC OCEAN IMPERIAL O BEACH SAN YSIDROCALUFRNIA MEXICO VICINITY MAP NO SCALE LEGEND OF ABBREVIATIONS CTSP CALTRANS STANDARD PLANS T.C. TOP OF CURB G. B. GRADE BREAK B.V.C. BEGIN VERTICAL CURVE E.V.C. END VERTICAL CURVE P.I. POINT OF INTERSECTION B.C. BEGIN CURVE E.C. END CURVE H.P. HIGH POINT L.P. LOW POINT R/C RATE OF CHANGE OF GRADE ST. STREET RT. RIGHT LT. LEFT BOT. BOTTOM INV. INVERT F.L. FLOW LINE N.T.S. NOT TO SCALE POR. PORTION FOR ABBREVIATIONS NOT SHOWN, SEE CALTRANS STANDARD SHEET A10A. SPECIFICATIONS STANDARD SPECIFICATIONS DATED JULY 1999, STATE OF CALIFORNIA, DEPARTMENT OF TRANSPORTATION. ULIAN I \ O WORK TO BE DONE CONSTRUCTION OF THE QUAIL GARDEN DRIVE PEDESTRIAN / GOLFCART OVERCROSSING SHALL BE DONE IN ACCORDANCE WITH THESE PLANS, AND CALTRANS STANDARD PLANS AND SPECIFICATIONS, DATED JULY 1999. BASIS OF BEARINGS: THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA COORDINATE SYSTEM NAD 83, ZONE 6, GRID BEARING BETWEEN STATIONS "R1800 48 +61 EC" AND "R1800 58 +75 BC" ALONG THE CENTERLINE OF EL CAMINO REAL AS SAID STATIONS ARE PUBLISHED IN THE CITY OF ENCINITAS HORIZONTAL CONTROL BOOK; i.e. N 0'25'38" E. SAID BEARING AND THE BEARINGS SHOWN HEREON ARE IN TERMS OF THE CALIFORNIA COORDINATE SYSTEM NAD 83, ZONE 6. REVISIONS APPROVED DATE REFERENCES DATE BENCH MARK SCALE DESCRIPTION: TOP OF BRASS DISK IN WELL MONUMENT. HORIZONTAL: AS SHOWN LOCATION: STA. 64 +24 EL CAMINO REAL SIMON WONG ENGINEERING RECORDED FROM: S.D. CO. VERTICAL VERTICAL: AS SHOWN CONTROL PAGE 105 9968 Hibert street, sure 262 No. 5 ELEVATION: 120.20 DATUM: M.S.L. son 92131 (658) 566 -3113 Job N No. 500 -- 325 FOR DRIVE U VERCROSSING SITE ENCINITAS LEUCADIA RANCH GOLF COURSE U1 Z CO O Z ' LEUCADIA i BOULEVARD m 5 ENCINITAS PACIFIC ENc�N��Ps OCEAN gOV�E�I PFtO LOCATION MAP NO SCALE OWNER /PERMITEE STATEMENT IT IS AGREED THAT FIELD CONDITIONS MAY REQUIRE CHANGES TO THESE PLANS. IT IS FURTHER AGREED THAT THE OWNER (DEVELOPER) SHALL HAVE A REGISTERED CIVIL ENGINEER MAKE SUCH CHANGES, ALTERATIONS OR ADDITIONS TO THESE PLANS WHICH THE DIRECTOR OF PUBLIC WORKS DETERMINES ARE NECESSARY AND DESIRABLE FOR THE PROPER COMPLETION OF THE IMPROVEMENTS. I FURTHER AGREE TO COMMENCE WORK ON ANY IMPROVEMENTS SHOWN ON THESE PLANS WITHIN EXISTING PUBLIC RIGHT -OF -WAY WITHIN 60 DAYS AFTER ISSUANCE OF THE CONSTRUCTION PERMIT AND TO PURSUE SUCH WORK ACTIVELY ON EVERY NORMAL WORKING DA UNTIL COMPLETED, IRRESPECTIVE AND INDEPENDENT OF AN� 7H 101ORetSOCIATED WITH THIS PROJECT OR UNDER MY COOT BY: 4� . ,i Y ZoOz L/ DATE: CARLTASO.EVELOPMENT COMPANY 5600 AVENIDA ENCINAS, SUITE 100 CARLSBAD, CALIFORNIA 92008 (760) 431 -5600 "AS— BUILT" RESOLUTION NO. PC 2001 -10 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF ENCINITAS APPROVING A DESIGN REVIEW PERMIT AND COASTAL DEVELOPMENT PERMIT TO CONSTRUCT A GOLF COURSE BRIDGE OVER QUAIL GARDENS DRIVE IN THE NORTH MESA PLANNING AREA OF THE ENCINITAS RANCH SPECIFIC PLAN. THESE IMPROVEMENTS SHALL COMPLY WITH THE FOLLOWING SPECIFIC CONDITIONS: SCB THE WOOD MEMBERS OF THE BRIDGE SHALL BE STAINED A "TYPE A PENTA" (MEDIUM BROWN) CONSISTENT WITH THE MATERIAL SAMPLE ON FILE IN THE COMMUNITY DEVELOPMENT DEPARTMENT. SCC THE FLUSH MOUNTED INTERIOR LIGHTING FOR THE BRIDGE SHALL BE RECESSED. VISTA PROFESSIONAL OUTDOOR LIGHTING MODEL 4246 SHALL BE UTILIZED OR A SIMILAR ALTERNATIVE MAY BE UTILIZED SUBJECT TO THE REVIEW AND APPROVAL OF THE DIRECTOR OF COMMUNITY DEVELOPMENT AND THE DIRECTOR OF COMMUNITY SERVICES. SCD THE GUARDRAILS SHALL BE CONSTRUCTED OF "COR- TEN" MATERIAL SCE ANY LANDSCAPING DISTURBED AS A RESULT OF THE PROJECT CONSTRUCTION SHALL BE RESTORED TO THE PREVIOUS CONDITION. THE EAST AND WEST ENDS OF THE PROPOSED GUARDRAIL SHALL BE SCREENED WITH ADDITIONAL PLANTINGS WITHIN THE EXISTING CENTER CENTER MEDIAN. SCG RIVER ROCK SHALL BE PLACED ON ALL EXPOSED FACES OF THE CENTER COLUMN FOUNDATION. PLAN SYMBOLS �^ SECTION IDENTIFICATION =CALTRANS STANDARD PLAN SHEET NUMBER DETAIL NUMBER INDEX TO PLANS SHEET 0 COMMUNITY DEVELOPMENT DEPARTMENT DESCRIPTION P.E. EXP. DATE APPROVED BY• yG^^ - DATE: REVIEWED BY: INSPECTOR DATE 3 �iBt1gw �y N Gw `� (e fth J. oza ,�. 58952 �.6 -,o- CIVIL cw% 4 ABUTMENT DETAILS 5 APPROVALS RAMPAWAt FY I T HKII IAIN F WR NG PLANS PREPARED UNDER THE SUPERVISION OF DATE: 1- //- O 2 S4 � KEITH GAZA y R.C.E. N0: 58952 REGI ERED CIVIL ENGINEER EXP: 6130103 RECOMMENDED Y: BY: DATE: 14 24/ O 2 APPROVE ] BY: DATE: INDEX TO PLANS SHEET 0 NO. DESCRIPTION 1 TITLE SHEET & LEGEND 2 GENERAL PLAN 3 FOUNDATION PLAN 4 ABUTMENT DETAILS 5 BENT FOUNDATION DETAILS 6 MISCELLANEOUS DETAILS 7 -12 PREFABRICATED TIMBER BRIDGE SHOP DRAWINGS C CARLTAS DEVELOPMENT COMPANY 5600 AVENIDA ENCINAS, SUITE 100 CARLSBAD, CALIFORNIA 92008 U.S.A. (760) 431-5600 FAX (760) 431 -9020 CITY OF ENCINITAS ENGINEERING DEPARTMENT BRIDGE DETAILS FOR QUAIL GARDENS DRIVE PEDESTRIAN / GOLFCART OVERCROSSING TITLE SHEET & LEGEND 0 IE 0 z of Li Li Z 5 z w z 0 t M 01 LO DRAWING NO. M 00 LO TM z'o 7143 -1 Ww UJ Z w d SHEET 1 OF 12 QUAIL- TS.DWG 1111102 EXISTING PATH +6.10% �ll�jSil BVC STA 1 +00.00 ELEV 325.55' APPROXIMATE OG ALONG CL BRIDGE DATUM ELEVATION = 300.00' 0 +75 1 +00 ELEV 325.00'± 0 +75`, ELEV 325.00'± TOP OF SLOPE 135' -0" VERTICAL CURVE K/L = — �.447a7o JIH PROFILE GRADE NOT TO SCALE 135' -0" MEASURED ALONG �- BRIDGE CL QUAIL GARDENS DRIVE 66' -0" 69' -0" Pa QUAIL GARDENS DRIVE SIDEWALK EASTBOUND BENT 2 �w ry U o wZ I >g u Z— ig QUAIL GARDENS 0 DRIVE WESTBOUND 1 +25 1 +50 1 +75 ELEVATION 1 " = 10' -0" QUAIL GARDENS DRIVE r� STA 115 +34.00 1 BEGIN MBGR TYPE SRT 1� 20 `0„ , 2 ,0„� -� „t , ° � %b OR 4 QUAIL GARDENS ' DRIVE 1 2 WESTBOUND , SIDEWALK 2 +00 t i '. 1+091 I 1+25 1+ 50 1 +75 2 +00 - �- - - -{ BRIDGE�- a N47007'01 "E BB STA 1 +00.00 RECESS ED LIGHT FIXTURES CAA 8 -6 „ SKEW ELEV 325.55' ` AND VARIES (STAGGERED) ' 14024'00” ' ' SEE SHEET 7 OF 12 STA 115 +07.00 QUAIL GARDENS DRIVE EXISTING \ 2 ' RAMP \\ - �� QUAILDRG GARDENS 2 = STA 01 +66.00 BRIDGE EASTBOUND ' N 972,920.21 E 247,036.12 TOE OF SLOPE �� �� i STA 114 +80.00 I ' I '� TOP OF SLOPE TOP OF SLOPE , BEGIN MBGR i EDGE OF � + � � � vJi I TYPE SRT TOE OF SLC TRAVELED WAY TYP 1 LEGEND: EVC STA 2 +35.00 ELEV 327.00' —3.95% 2 +25 ABUT 3 TOP OF SLOPE L 1 TOE OF SLOPE �`,� ` EB STA 2 +35.00 ELEV 327.00' 2 +25 ORIGINAL SCALE OF FULL SIZE PLANS (INCHES) 0 1 2 3 NOTE: FINAL SLOPE GRADES TO MATCH EXISTING. ml 1 " = 10' -0" 2 +50 3 2 +50 - --I i :XISTING RAMP / r r e i 1 CONCRE I ELEV 326.95'± �I---------------------------------------- - - - -'� I I I I I I L— — — — — — — — e^ — — — — — — — — — — — — — — — — — J ELEV 326.90'± WOOD FENCE TYP SINGLE OR DOUBLE GATE PER JC RESORTS REQUIREMENTS EXISTING ` PATH , APPROACH GRADES TO TIE SMOOTHLY INTO EXISTING PATHS - SEE INDICATES POINT OF MINIMUM O PLAN AND SHEET 3 OF 12 FOR APPROXIMATE GRADES, VERTICAL CLEARANCE TERMINAL SYSTEM (TYPE SRT) PER CTSP A77L — NOTES 5, 6 AND 9 O2 OF A77L SHALL NOT APPLY. MBGR MATERIAL SHALL BE COR —TEN STEEL. INDICATES DIRECTION OF TRAFFIC FLOW O TYPE A BROW DITCH PER SAN DIEGO REGIONAL STANDARD REVISIONS APPROVED DATE REFERENCES DATE BENCH MARK SCALE \\ DESCRIPTION: TOP OF BRASS DISK IN WELL MONUMENT. HORIZONTAL: AS SHOWN LOCATION: STA. 64 +24 EL CAMINO REAL SIMON WONG ENGINEERING RECORDED FROM. S.D. CO. VERTICAL VERTICAL: AS SHOWN CONTROL PAGE 105 9968 Hibart Strest Suite 202 Son No. — 92131 (858) 566-311.1 ELEVATION: 120.20 DATUM: M.S.L. Job No. 500 -325 DRAWING D -75 — TIE INTO EXISTING DRAINAGE SCALE. APPROVALS PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: APPROVED DATE: BY: BY: R.C.E. NO: 58952 //21/2 KEITH GAZAW DATE: 112-e4 ( 02— DATE: REGISTERED CIVIL ENGINEER EXP: 6130103 TYPICAL SECTION 1/2 $p = 1' -0" CITY OF E N C I N I TAS ENGINEERING DEPARTMENT BRIDGE DETAILS FOR QUAIL GARDENS DRIVE PEDESTRIAN / GOLFCART OVERCROSSING GENERAL PLAN QUAIL- GP.DWG 1/11/02 z z 5E w w z 0 z w O z 3I M 01 2 . �to DRAWING NO. TM LO z ago, 7143 -1 wZ zz SHEET 2 OF 12 w a QUAIL- GP.DWG 1/11/02 ! /s 1 i9 0 +92.00 1 EXISTING 0 ' z WATER ` LINE t �^ 1 ``30 1� ' z Ld W ?� z w g 0 z O M O �0c .� , N S { y Q a. C� t 1 C3 t 1 4 a ORIGINAL SCALE OF FULL SIZE PLANS (INCHES) 0 1 2 3 E 01+66,00 315t2+ 1 +75 +001 5 3 BRIDGE 2 +34.50 + N47'07'01 "E�c 1 12+43.00 14 °24'00 "�'c SKEW - o STA 115 +07.00 QUAIL GARDENS DRIVE Z = STA 01 +66.00 BRIDGE N 972,920.21 I L E 247,036.12 D i 0 Ln :>; PLAN 1 " = 10' -0" INDICATES BOTTOM OF FOOTING ELEVATION 2. CONTRACTOR MUST NOTIFY THE AGENCY AT THE NUMBER LISTED BELOW AT LEAST TWO (2) WORKING DAYS PRIOR TO COMMENCEMENT OF EXCAVATION: UNDERGROUND SERVICE ALERT 1- 800 - 422 -4133 REVISIONS APPROVED DATE REFERENCES DATE BENCH MARK SCALE \\ DESCRIPTION: TOP OF BRASS DISK IN WELL MONUMENT. HORIZONTAL: AS SHOWN LOCATION: STA. 64 +24 EL CAMINO WE- AL SIMON WONG ENGINEERING RECORDED FROM- S.D. CO. VERTICAL VERTICAL: AS SHOWN 996e Nibert street, suite 202 CONTROL PAGE 105 Son Diego, CA 92131 (858) 558 -3113 ELEVATION: 120.20 DATUM: M.S.L. Job No. 500 -325 8 rn �) N 0 N zJjj 1 320.501 WW LOL N47 °07'01 "E 2 +50 2 +75 7F320.50 WW LO N47 °07'01 "E s9 N jZ 7 FOOTING PRESSURE (TONS PER SQUARE FOOT) LOCATION ALLOWABLE DESIGN ABUTMENT 1 2.5 1.9 BENT 2 2.5 0.8 ABUTMENT 3 2.5 1.6 'rMw I llIfflml Y APPROVALS PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: APPROVED Y: Keith JKetth J. GezowoY� ^ � / Ne. seas2 DATE: ���' U Z BY: y � BY: e -30.-03 R.C.E. NO: 58952 /p DATE: / KEITH J GAZA Y 2y O Z DATE: �` 2 REGIST RED CIVIL ENGINEER EXP: 6130103 C? %0 CITY OF E N C I N I TAS ENGINEERING DEPARTMENT BRIDGE DETAILS FOR QUAIL GARDENS DRIVE PEDESTRIAN / GOLFCART OVERCROSSING FOUNDATION PLAN QUAIL— FP.DWG 1012101 0 z w w w z CD z w 0 z O M M zI OCO u(0 ul)LO DRAWING NO. 00 m z 00 TM 7143 -1 wZ zz lzm SHEET 3 OF 12 QUAIL— FP.DWG 1012101 CL BRIDGE (SYM) - 2" PROJECTION - - ABUTMENT STEM - 00 (If 0 u U co L� 3/4 "0 x 7 1/2" ANCHOR BOLT - 0 - TOTAL 6 PER ABUTMENT BACKWALL 'n w M " D co i WW LO —� —L- - - PILASTER - - PILASTER CAP BASE OF PILASTER )z PILASTER FOOTING FG T zw�z 0 w o~w� I __� a L 'IV L ilgwm 01 _qq� PILASTER N r M1 L -I- f -X A I I I� _ L � NOTES: 1. ABUTMENT 1 SHOWN, ABUTMENT 3 SIMILAR. 2. ARCHITECTURAL TREATMENT NOT SHOWN. PLAN (� PILASTER 12 (TYP) FF_— 2' -5 1/8" 00 1 ^ 4' -0" SQ. I I I I 1 1/4 2' -9 1 /2" 12 (TYP ALL I I SIDES) I I ORIGINAL SCALE OF FULL SIZE PLANS (INCHES) 0 1 2 3 REVISIONS JAPPROVEDI DATE 1/2" = 1' -0" #4 - TOTAL 5 (BOTH WAYS) ARCHITECTURAL TREATMENT - SEE SHEET 6 OF 12 A.C. APPROACH 7--T 2 CID 2" CLR TYP - #4 2' -0 "0 VOID (OPTIONAL) 1 L_ #5 @ 18 (BOTH WAYS) T (Y 2'-6" 2' -6" U i� SECTION D -D 1/2 P) = 1 ' -0" 2 to 0) 1 "0 x 9" ANCHOR BOLT TOTAL 4 PER ABUTMENT SEAT ABUTMENT BEARING il- PILASTER #4 - TOTAL 2 #4 ---1 @ 18 —� #5 L - TOTAL 16 •-s— PILASTER / - c � C'4 — 1' -0" MIN LAP -"I r•- #4 0 @ 12 4' -3" 2' -0 "0 VOID (OPTIONAL) REFERENCES DATE BENCH MARK SCALE DESCRIPTION: TOP OF BRASS DISK IN WELL MONUMENT. HORIZONTAL: AS SHOWN LOCATION: STA. 64 +24 EL CAMINO REAL SIMON WONG ENGINEERING RECORDED FROM: S.D. CO. VERTICAL VERTICAL: AS SHOWN CONTROL PAGE 105 9988 Hibert Street, Suite 202 Son No. 5 — 92131 (858) 566 -3113 ELEVATION: 120.20 DATUM: M.S.L. Job No. 500 -325 2 I' a - oa T =il 7y�7 • NOTE: ABUTMENT 1 SHOWN, ABUTMENT 3 SIMILAR. WINGWALL ELEVATION WATERSTOP BO -3 3 -4 #5. #5 #4_'�' 4" CLR ` #4 l CONCRETE PILASTER PILASTER FOOTING 4 1/2- TYP SECTION B -B 1/2" = 1' -0" 3/8" = 1' -0" #4 ARCHITECTURAL TREATMENT (TYP ALL EXTERIOR SURFACES) - SEE SHEET 6 OF 12 (� ABUTMENT BEARING APPROVALS `y J. Gozawa PLANS PREPARED UNDER THE SUPERVISION OF RECOMMEND APPROVED 9 5s952 DATE: BY: a -30-03 BY: CIVIL R.C.E. NO: 58952 DATE: I r Z4 / 0 2 n• „s" KEITH GAZA 6/30/03 DATE: REGISTERED CIVIL ENGINEER EXP: BB OR EB ABUTMENT BEARING 00 6'> V -0" 1' -0" A.C. APPROACH I i #4 x 3' -8” @ 12 r �aa r: #4 @ 18 --i__ �- ANCHOR BOLTS `J - SEE PLAN #4 n @ 12 PGRADE ; ( I u #5 - TOTAL 2 ^ U ROFILE I o FG .- w 0 N BO -3 i • I a- #4 @ 18 SEE NOTE #4 @ 12 #5 n @ 12 I • v i 2" CLR TYP #5 L @ 12 -� #5 @ 18 2w 21 :--(BOTH WAYS) I J U 1,_9„ 1, -611 1,_9„ SECTION A -A 1/2 P$ = 1 $_C NOTE: GEOCOMPOSITE DRAINAGE SYSTEM MAY BE SUBSTITUTED AT THE APPROVAL OF THE ENGINEER. DRAIN THROUGH WINGWALL TO SUITABLE OUTLET. 3" WW LOL - T # 4 —� ARCHITECTURAL TREATMENT - SEE SHEET 6 OF 12 #4 @ 18 - (OUTSIDE FAC J Q L o F_ Ld < I � =L J OF CK 1' -1 1 1/2" 1' -8 1/2" 0 #4 ---1 @ 18 #9 - TOTAL 2 #5 J @ 12 (INSIDE FACE) #4LJ @ 18 2" CLR TYP SECTION C -C 3/4" = 1' -0" CITY OF E N C I N ITAS ENGINEERING DEPARTMENT BRIDGE DETAILS FOR QUAIL GARDENS DRIVE PEDESTRIAN / GOLFCART OVERCROSSINC ABUTMENT DETAILS QUAIL— AD.DWG 1012101 0 z w w z 5 z w z z OM zV) 01 m(0 N `° LO DRAWING NO. 00 m LO TM z 00 7143 -1 W� zz SHEET 4 OF 121 ox i? QUAIL— AD.DWG 1012101 BRIDGE BENT 14' -6" TO � BASEPLATE (SEE SHEET 9 OF 1 I �I� 11 N it T' 3" TYP IN 8 17' -0" PLAN 3/4" = 1' -0" PREFABRICATED TIMBER BENT (SEE SHEETS 7 THROUGH 12 OF 12) �w �Mp- OA 7' -3" 8' -3" si' I i I 1 I 14 3/4" x 19" BASEPLATE — SEE SHEET 11 OF 12 ELEVATION 3/4" = 1' -0" ORIGINAL SCALE OF NOTE: ARCHITECTURAL TREATMENT NOT SHOWN. FULL SIZE PLANS (INCHES) 0 1 2 3 REVISIONS APPROVED DATE REFERENCES DATE BENCH MARK SCALE DESCRIPTION: TOP OF BRASS DISK \ �� IN WELL MONUMENT. HORIZONTAL: AS SHOWN LOCATION: STA. 64 +24 EL CAMINO REAL SIMON WONG ENGINEERING RECORDED FROM- S.D. CO. VERTICAL VERTICAL: AS SHOWN 9888 abort Street, Suite 502 CONTROL PAGE 105 son ELEVATION: 120.20 DATUM: M.S.L. No. 5 aztst (858) 588 -311: — Job No. 500 -325 2" c CI. DC-111T ('E BENT SECTION A -A V$ = 1' -0" #4 ©@ 12 cV a 1 "4 x 1_ BOLTS — TOTAL 6 — SEE SHEET 9 OF 12 TECTURAL MENT TYP EET 6 OF 12 J O W U :2 UJ ~ F-- Q � W J U � ry Q �x OTAL 6 t 10 3/ /44" G1. DC-10T - Z SECTION B -B 14" 11A [ _. 1 " = 1' -0" T /.1 I Tr V L 1 1 1 1" .V SECTION C -C 1 1/2 so = 1' -0" m QUAIL- BD.DWG 10/3/01 APPROVALS CITY OF E N C I N ITAS ENGINEERING DEPARTMENT ftW BR AIN M C LING PLANS PREPARED UNDER THE SUPERVISION OF DATE: I-11-U2- KEITH azA� R.C.E. N0: 58952 REGISTERED CIVIL ENGINEER EXP: 6130103 RECOMMENDED BY: APPROVED BY:-ZIA M BY: DATE: I / z4/ C 2 DATE: BRIDGE DETAILS FOR QUAIL GARDENS DRIVE PEDESTRIAN / GOLFCART OVERCROSSING BENT FOUNDATION DETAILS QUAIL- BD.DWG 10/3/01 O z of w w z 0 Z w 0 z O M ®1 :2W �LO DRAWING NO. LO TM z 00 7143 -1 WZ ww zZ SHEET 5 OF 12 w m QUAIL- BD.DWG 10/3/01 5 1/8" -� [ �— 3/4" CHAMFER 0) 2 1/8" x 7 1/2" GLULAM RAIL 1/2"0 x 8 1/2" ECON HD BOLT W/ 1/2" M.I. WASHER - TOTAL 3 SETS PER POST — I -�POST SUPPORT BRACKET SEE DETAIL THIS SHEET 2 1/8" x 9" GLULAM RAIL - -- 1/2"0 x 6" ECON HD BOLT W/ 1/2" M.I. WASHER TOTAL 2 SETS PER POST 11 7/8" FINISH GRADE WINGWALL WINGWALL RAILING DETAIL 1 1/2 P$ = 1' -0" NOTE: WINGWALL RAILING MATERIAL TO ALIGN WITH AND MATCH THE APPEARANCE OF BRIDGE RAILING AS PROVIDED BY WESTERN WOOD STRUCTURES OR APPROVED EQUAL. 9 3' N POST SUPPORT BRACKET 3" = 1' -0" NOTE: POST SUPPORT BRACKET MATERIAL SHALL CONFORM TO ASTM A36. 12" MAX STONE SIZE 0 0. RAISED "RIVER ROCK" SHAPE (TYP) 2" MAX RELIEF DEPTH 1/2" GAP MIN u ARCHITECTURAL TREATMENT NOT TO SCALE Iff0m" 1) ARCHITECTURAL TREATMENT PATTERN SHALL BE LAKE TAHOE RIVER ROCK (CSV -2057) BY CULTURED STONE. 2) ARCHITECTURAL STAIN ON PILASTER CAPS SHALL BE ANTIQUE AMBER (CS -15) BY L.M. SCOFIELD COMPANY. 3) ANCHORAGE OF STONES SHALL COMPLY WITH UBC SECTION 1403A. c z LL LL LL 2 c ORIGINAL SCALE OF i FULL SIZE PLANS (INCHES) 0- 0 1 2 3 c Li REVISIONS APPROVED DATE REFERENCES DATE BENCH MARK SCALE APPROVALS CITY OF EN C I N ITAS ENGINEERING DEPARTMENT DRAWING N0. DESCRIPTION: TOP OF BRASS DISK \ PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: APPROVED / //� BRIDGE DETAILS FOR TM C IN WELL MONUMENT. HORIZONTAL: AS SHOWN Keith J. G92 =; �� QUAIL GARDENS DRIVE LOCATION: STA. 64+24 EL CAMINO REAL SIMON WONG ENGINEERING "°' sa95z DATE: I' I� -02 BY: BY: 7143-1 Q LL RECORDED FROM: S.D. CO. VERTICAL VERTICAL: AS SHOWN &o. M R.C.E. N0: 58952 f 2�pZ PEDESTRIAN / GOLFCART OVERCROSSING 9988 Hfbert Street, Suite 505 DATE: 1 2-4 / 2 DATE: CONTROL PAGE 105 +a ,e+ KEITH J GAZAWA 5' Son b o. 5 — 9513'1 (858) 588 -3113 a �.� 6/30/03 MISCELLANEOUS DETAILS SHEET 6 OF 12 < ELEVATION: 120.20 DATUM: M.S.L. Jon Ho. 500 -355 REGISTERED CIVIL ENGINEER EXP: I /a 4 /nn r i LO 00 III 00 z w z 0 x is x N 2 1/8" x 9" GLULAM RAIL I M- _ 5 1/8" x 4 1/2" GLULAM POST 0) 2 1/8" x 7 1/2" GLULAM RAIL 1/2"0 x 8 1/2" ECON HD BOLT W/ 1/2" M.I. WASHER - TOTAL 3 SETS PER POST — I -�POST SUPPORT BRACKET SEE DETAIL THIS SHEET 2 1/8" x 9" GLULAM RAIL - -- 1/2"0 x 6" ECON HD BOLT W/ 1/2" M.I. WASHER TOTAL 2 SETS PER POST 11 7/8" FINISH GRADE WINGWALL WINGWALL RAILING DETAIL 1 1/2 P$ = 1' -0" NOTE: WINGWALL RAILING MATERIAL TO ALIGN WITH AND MATCH THE APPEARANCE OF BRIDGE RAILING AS PROVIDED BY WESTERN WOOD STRUCTURES OR APPROVED EQUAL. 9 3' N POST SUPPORT BRACKET 3" = 1' -0" NOTE: POST SUPPORT BRACKET MATERIAL SHALL CONFORM TO ASTM A36. 12" MAX STONE SIZE 0 0. RAISED "RIVER ROCK" SHAPE (TYP) 2" MAX RELIEF DEPTH 1/2" GAP MIN u ARCHITECTURAL TREATMENT NOT TO SCALE Iff0m" 1) ARCHITECTURAL TREATMENT PATTERN SHALL BE LAKE TAHOE RIVER ROCK (CSV -2057) BY CULTURED STONE. 2) ARCHITECTURAL STAIN ON PILASTER CAPS SHALL BE ANTIQUE AMBER (CS -15) BY L.M. SCOFIELD COMPANY. 3) ANCHORAGE OF STONES SHALL COMPLY WITH UBC SECTION 1403A. c z LL LL LL 2 c ORIGINAL SCALE OF i FULL SIZE PLANS (INCHES) 0- 0 1 2 3 c Li REVISIONS APPROVED DATE REFERENCES DATE BENCH MARK SCALE APPROVALS CITY OF EN C I N ITAS ENGINEERING DEPARTMENT DRAWING N0. DESCRIPTION: TOP OF BRASS DISK \ PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: APPROVED / //� BRIDGE DETAILS FOR TM C IN WELL MONUMENT. HORIZONTAL: AS SHOWN Keith J. G92 =; �� QUAIL GARDENS DRIVE LOCATION: STA. 64+24 EL CAMINO REAL SIMON WONG ENGINEERING "°' sa95z DATE: I' I� -02 BY: BY: 7143-1 Q LL RECORDED FROM: S.D. CO. VERTICAL VERTICAL: AS SHOWN &o. M R.C.E. N0: 58952 f 2�pZ PEDESTRIAN / GOLFCART OVERCROSSING 9988 Hfbert Street, Suite 505 DATE: 1 2-4 / 2 DATE: CONTROL PAGE 105 +a ,e+ KEITH J GAZAWA 5' Son b o. 5 — 9513'1 (858) 588 -3113 a �.� 6/30/03 MISCELLANEOUS DETAILS SHEET 6 OF 12 < ELEVATION: 120.20 DATUM: M.S.L. Jon Ho. 500 -355 REGISTERED CIVIL ENGINEER EXP: I /a 4 /nn r i LO 00 III 00 z w z 0 x is x N O I i� _ 0) 2 1/8" x 7 1/2" GLULAM RAIL 1/2"0 x 8 1/2" ECON HD BOLT W/ 1/2" M.I. WASHER - TOTAL 3 SETS PER POST — I -�POST SUPPORT BRACKET SEE DETAIL THIS SHEET 2 1/8" x 9" GLULAM RAIL - -- 1/2"0 x 6" ECON HD BOLT W/ 1/2" M.I. WASHER TOTAL 2 SETS PER POST 11 7/8" FINISH GRADE WINGWALL WINGWALL RAILING DETAIL 1 1/2 P$ = 1' -0" NOTE: WINGWALL RAILING MATERIAL TO ALIGN WITH AND MATCH THE APPEARANCE OF BRIDGE RAILING AS PROVIDED BY WESTERN WOOD STRUCTURES OR APPROVED EQUAL. 9 3' N POST SUPPORT BRACKET 3" = 1' -0" NOTE: POST SUPPORT BRACKET MATERIAL SHALL CONFORM TO ASTM A36. 12" MAX STONE SIZE 0 0. RAISED "RIVER ROCK" SHAPE (TYP) 2" MAX RELIEF DEPTH 1/2" GAP MIN u ARCHITECTURAL TREATMENT NOT TO SCALE Iff0m" 1) ARCHITECTURAL TREATMENT PATTERN SHALL BE LAKE TAHOE RIVER ROCK (CSV -2057) BY CULTURED STONE. 2) ARCHITECTURAL STAIN ON PILASTER CAPS SHALL BE ANTIQUE AMBER (CS -15) BY L.M. SCOFIELD COMPANY. 3) ANCHORAGE OF STONES SHALL COMPLY WITH UBC SECTION 1403A. c z LL LL LL 2 c ORIGINAL SCALE OF i FULL SIZE PLANS (INCHES) 0- 0 1 2 3 c Li REVISIONS APPROVED DATE REFERENCES DATE BENCH MARK SCALE APPROVALS CITY OF EN C I N ITAS ENGINEERING DEPARTMENT DRAWING N0. DESCRIPTION: TOP OF BRASS DISK \ PLANS PREPARED UNDER THE SUPERVISION OF RECOMMENDED BY: APPROVED / //� BRIDGE DETAILS FOR TM C IN WELL MONUMENT. HORIZONTAL: AS SHOWN Keith J. G92 =; �� QUAIL GARDENS DRIVE LOCATION: STA. 64+24 EL CAMINO REAL SIMON WONG ENGINEERING "°' sa95z DATE: I' I� -02 BY: BY: 7143-1 Q LL RECORDED FROM: S.D. CO. VERTICAL VERTICAL: AS SHOWN &o. M R.C.E. N0: 58952 f 2�pZ PEDESTRIAN / GOLFCART OVERCROSSING 9988 Hfbert Street, Suite 505 DATE: 1 2-4 / 2 DATE: CONTROL PAGE 105 +a ,e+ KEITH J GAZAWA 5' Son b o. 5 — 9513'1 (858) 588 -3113 a �.� 6/30/03 MISCELLANEOUS DETAILS SHEET 6 OF 12 < ELEVATION: 120.20 DATUM: M.S.L. Jon Ho. 500 -355 REGISTERED CIVIL ENGINEER EXP: I /a 4 /nn r i LO 00 III 00 z w z 0 x is 1" §i StL Al 135' -2" IN TO IN ABUTMENT ,& 0 INDICATES LOCATIONS OF RECESSED LAMPS ,-6" I, 81-6. I, 8' -6" 5r x 4j" GLULAM POST A 6r x 48r FIBER REINFORCED GLULAM GIRDERS TYPICAL SECTION @ FLOOR BEAM / DIAPHRAGM SCALE : J" = 1' -0" ULN 1 LLLVH I IUN SCALE : f = 1' -0" X 10r _AM COLUMN 14.4 CUT -AWAY PLAN VIEW - 135' BRIDGE SCALE : r = 1' -0" ELEVATION VIEW - 1359 BRIDGE SCALE : r = V -0" zA 2 BENT COLUMN TO FOUNDATION 1 WELDED STEEL ASSEMBLY - S9 6 1 "m X 17" A.B. (BY OTHERS) 3 1 "m X 13" M.B. 6 1 "m CUT WA. DESIGN CRITERIA LIVE LOAD 100 PSF. REDUCIBLE PER U.B.C. 7 -3. WIND LOAD 70 MPH EXPOSURE C PER 1997 UBC & AASHTO. SEISMIC LOAD: ZONE 4 SOIL PROFILE SD PER 1997 UBC. GLULAM SPECIFICATIONS MATERIAL : WEST COAST DOUGLAS FIR COMB. 2, 24F -V4 & FIBER REINFORCED AS NOTED. ADHESIVE 100% WATERPROOF PHENOLIC. FABRICATION AS SHOWN AND NOTED. MACHINE INCISE ALL GLULAM MATERIAL EXC. PIED. RAILS. APPEARANCE : INDUSTRIAL /ARCHITECTURAL. FINISH : SEE TREATMENT SPECIFICATIONS. PROTECTION : NONE. CERTIFICATE : APA -EWP & ICBO 5100 GLULAM MATERIAL INCLUDES GIRDERS, DECK PANELS, FLOOR BEAMS, PURLINS, RAILS, RAIL POSTS, BENT - COLUMNS, CAPS & STRUTS. STEEL SPECIFICATIONS STEEL SHAPES : ASTM A -36. HARDWARE : ASTM A -307 & A325 AS NOTED. 5t x 4r GLULAM POST HOT DIP GALVANIZE ALL STEEL SHAPES AFTER FABRICATION. HOT DIP GALVANIZE ALL HARDWARE. ALL WELDING TO BE PER AWS SPECIFICATIONS BY CERTIFIED WELDERS. TREAT ALL FIELD MODIFICATIONS W/ COLD GALVANIZING PAINT. 2r x 9„ 0 GLULAM RAIL BRIDGE 2g" x 7 }" GLULAM RAIL 5t x 6" GLULAM CURB 0 3t x 9" GLULAM PURLIN TYP. STEEL PURLIN 2r GLULAM DECK HANGER (ROUGH SIDE UP) \ \\ 6 "0 PIPE SUPPORT BY OTHERS SECTION @ ABUTMENT SCALE : r = V -0" /4 1 -30 -Ot PER CUSTOMER REQUEST 1 6 -6 -01 PER APPROVAL N0. DATE REVISIONS ®cm �` > 4 I GIRDER G,,G2,G3,G4 TO ABUTMENT t DIAPHRAGM S3 TO GIRDER .R. 1 2 STEEL BEAM SEAT - SIL /R, SL2/R2Q 1 00 X 9 1/2 A.B. (BY OTHERS) 1Q8 ROD BRACE CONNECTIONS 0 BENT 2 3/4 "0 HEX NUT 0 v 1 PLATE WA. - PWI A 3/4 X 9" M.B. "0 DEFORM THREADS 2 AFTER FABRICATING BENT 2 BEAM STRUT TO COLUMN 1 WELDED STEEL ASSEMBLY - S10a 4 1 "0 X 13" M.B. 6 1 "0 X 7" M.B. 0 6 1 "0 M.I. WA. 2 BENT CAP TO COLUMN Al 8 WELDED STEEL BENT CAP - S1 1Q 1 "m X 7" M.S. t 2 1 "m X 13" M.B. iQ1 1 "0 X 23" M.B. 10 1"0 M.I. WA. DESIGN CRITERIA LIVE LOAD 100 PSF. REDUCIBLE PER U.B.C. 7 -3. WIND LOAD 70 MPH EXPOSURE C PER 1997 UBC & AASHTO. SEISMIC LOAD: ZONE 4 SOIL PROFILE SD PER 1997 UBC. GLULAM SPECIFICATIONS MATERIAL : WEST COAST DOUGLAS FIR COMB. 2, 24F -V4 & FIBER REINFORCED AS NOTED. ADHESIVE 100% WATERPROOF PHENOLIC. FABRICATION AS SHOWN AND NOTED. MACHINE INCISE ALL GLULAM MATERIAL EXC. PIED. RAILS. APPEARANCE : INDUSTRIAL /ARCHITECTURAL. FINISH : SEE TREATMENT SPECIFICATIONS. PROTECTION : NONE. CERTIFICATE : APA -EWP & ICBO 5100 GLULAM MATERIAL INCLUDES GIRDERS, DECK PANELS, FLOOR BEAMS, PURLINS, RAILS, RAIL POSTS, BENT - COLUMNS, CAPS & STRUTS. STEEL SPECIFICATIONS STEEL SHAPES : ASTM A -36. HARDWARE : ASTM A -307 & A325 AS NOTED. 5t x 4r GLULAM POST HOT DIP GALVANIZE ALL STEEL SHAPES AFTER FABRICATION. HOT DIP GALVANIZE ALL HARDWARE. ALL WELDING TO BE PER AWS SPECIFICATIONS BY CERTIFIED WELDERS. TREAT ALL FIELD MODIFICATIONS W/ COLD GALVANIZING PAINT. 2r x 9„ 0 GLULAM RAIL BRIDGE 2g" x 7 }" GLULAM RAIL 5t x 6" GLULAM CURB 0 3t x 9" GLULAM PURLIN TYP. STEEL PURLIN 2r GLULAM DECK HANGER (ROUGH SIDE UP) \ \\ 6 "0 PIPE SUPPORT BY OTHERS SECTION @ ABUTMENT SCALE : r = V -0" /4 1 -30 -Ot PER CUSTOMER REQUEST 1 6 -6 -01 PER APPROVAL N0. DATE REVISIONS ®cm �` > Q 1 1 FLOOR BEAM FB1 TO GIRDER 1 STEEL FLOOR BEAM HANGER - S13 4 3/4 "0 X 8 1/2" ECON. HD. BOLT 4 3/4 "4 X 7" M.B. (THRU FLOOR BEAM) 4 3/4 "0 X M.I, WA. 4 3/4 "0 CUT WA. (0 SLOTTED HOLES) 4 4 "0 SHEAR PLATE W/ 13/16 "0 HOLE TREATMENT SPECIFICATIONS N X 5 WOODEX SCREWS LAY OUT ALL DECK PANELS W/ 1/4 "± GAPS PRIOR TO ATTACHING DECK, 72 RAIL TO POST 1 1/2 "0 X 8 1/2" ECON. HD. BOLT 1 1/2 "0 M.I. WA. 0 78 CURB TO DECK 1 1/2 "0 X 10" ECON, HD. BOLT 1 1/2-0 M.I. WA. ALL DIMENSIONED CUTS AND HOLES IN TIMBER MATERIAL SHALL BE MADE PRIOR TO PRESSURE TREATMENT. TREAT ALL FIELD CUTS AND BORES WITH COPPER NAPTHANATE IN ACCORDANCE WITH AWPA SPECIFICATION M4 TREAT GLULAM GIRDERS, FLOOR BEAMS & PURLINS WITH TYPE A PENTACHLOROPHENOL TO A MINIMUM NET RETENTION OF 0.3 PCF. PER AWPA SPECIFICATION C28. TREAT BALANCE OF GLULAM MATERIAL WITH PENTACHLOROPHENOL IN LIGHT SOLVENT TO A MINIMUM NET RETENTION OF 0.3 PCF. PER AWPA SPECIFICATION C28. -- NOTICE -- THE LUMBER AND GLULAM ON THIS PROJECT ARE PRESSURE TREATED WITH PENTACHLOROPHENOL WHICH INSURES A LONG AND USEFUL SERVICE LIFE. WORKMEN SHOULD USE COMMON SENSE IN HANDLING THESE TREATED TIMBERS. AVOID DIRECT SKIN CONTACT WITH THE PRESERVATIVE BY WEARING GLOVES, LONG SLEEVE SHIRTS AND IN SOME CASES, A FACE MASK, TIMBER TREATED WITH PENTACHLOROPHENOL MAY EXHIBIT A BLOOMING OF THE DRIED CRYSTALS ON THE WOOD SURFACES FOR SEVERAL WEEKS AFTER INSTALLATION. THESE CRYSTALS CAN BE BRUSHED OR WASHED OFF THE SURFACES OF THE BRIDGE, SUCH AS RAILING OR OTHER SURFACES SUBJECT TO PUBLIC CONTACT, THE BLOOMING WILL DISCONTINUE AS THE WOOD REACHES EOUILIBRIUM WITH THE ATMOSPHERIC CONDITIONS. IT MAY BE DIFFICULT TO APPLY CERTAIN PAINT OR STAIN FINISHES TO PRESSSURE TREATED WOOD. WOOD TREATED WITH LIGHT SOLVENT PENTACHLOROPHENAL SHOULD NOT BE CONSIDERED AS PAINTABLE UNTIL ALL SOLVENT HAS ESCAPED. WWSI RECOMMENDS USING A PENETRATING PIGMENTED STAIN THAT DOES NOT FORM A COATING ON THE WOOD SURFACE. IF BRIDGE MATERIAL IS TO BE STOCK PILED AT THE SITE, IT MUST BE STORED IN A LEVEL AREA AND STICKERED APPROXIMATELY EVERY 6 FEET. IF THE MATERIAL IS STORED IN A HOT, DRY CLIMATE, IT MUST BE COVERED WITH PLYWOOD OR OTHER MATERIAL TO PROTECT IT. FAILURE TO STICKER AND COVER MAY CAUSE WARPING AND EXCESSIVE SEASONING CHECKS. 0 61" x 48C FIBER REINFORCED GLULAM GIRDERS STEEL BEAM SEAT 'gPP OMW4S - 41 nil. ay %% lo t/ 2e4 02 12 9TE 114e D2 QUAIL GARDEN BRIDGE - PLANJELEVAI]ON VIEW Pm Ear. QUAIL GARDENS GOLF CART BRIDGE WESTERN W ®0D Lo n0N. ENCINITAS CA STRUCTURES INC. ARDM,EM: ENGINEER. P.O. BOX 130 TUALATIN, OREGON 97062 O MVACMW HAZARD CONSTRUCTION t� 503/692 -6900 FAX 503/692 -6434 DRAVA BY: TAC oATE 4-2 -01 014018 800/547 -5411 CHECKED er J.S. DATE 6 -22 -01 DATE PRINTED: PLOT DATE 91� — OF 12 7I4 -3-T 4 I GIRDER G,,G2,G3,G4 TO ABUTMENT 8 DIAPHRAGM S3 TO GIRDER .R. 1 2 STEEL BEAM SEAT - SIL /R, SL2/R2Q 1 00 X 9 1/2 A.B. (BY OTHERS) 3 3/4 "m X 8 1/2" ECON. HD. BOLT "m 1 1 "0 X 8 M.B.O 3 3/4 X 9" M.B. "0 2 1 "m CUT WA. 3 3/4 CUT WA. (M SLOTTED HOLES) 1 3/4 "m I. WA. M.I. 6 3/4 "0 M.I. WA. "m S1L 1 3/4 "0 X 8 -1/2" ECON. HD. BOLT (® TOP HOLE) 3 4 SHEAR PLATE W/ 13/16 "m HOLE 1Q2 1 "0 M.I. WA. '5 2 I GIRDER Gi,G2,G3,G4 TO BENT CAP 4 DIAPHRAGM S4 TO GIRDER _ 1 STEEL BEAM SEAT - S2A,2B , 3 1 3/4 "0 X 8 1/2" ECON. HD. BOLT 3/4 "m X 9" M.B. 1 4 WELDED STEEL BENT CAP L 1 "m X 13" M.B. � 1 3/4 "0 CUT WA. (@ SLOTTED HOLES) "0 5 2 1 "m X 8 -1/2" ,& A "0 4 3 3/4 M.I. WA, 4 "m SHEAR PLATE W/ 13/16 "m HOLE 2 3/4 X 8 -1/2" ECON. HD BOLT (0 TOP HOLE) A6 1 "0 M.I. WA. ,&4 1 "0 CUT WA. (0 SLOTTED HOLES) 2 3/4 "m M.I. WA. 24 ROD BRACE CONNECTIONS 5 AS FLOOR BEAM FBI TO GIRDER 1 5/8 "0 X 2" A325 M.B. 1 3 STEEL FLOOR BEAM HANGER - S15L /R 3/4 "0 X 8 1/2" ECON, HD. BOLT 6 PURLINS GPI, GP4 TO ABUTMENT R2 4 ,/�7 3/4 "0 X 7" M.B. (THRU FLOOR BEAM) ,L 3/4 "m X M.I. WA. 1 STEEL PURLIN HANGER - S5 00 4 3/4 "m OUT WA. (0 SLOTTED HOLES) "0 2 2 3/4 X 7" A.B. (BY OTHERS) 3/4 "0 CUT WA. 3 4-0 SHEAR PLATE W/ 13/16 HOLE 4 10d X 1 1/2" NAILS 4 3/4"0 X 8 -1/2" M.B. A4 3/4 "0 CUT WA. (® SLOTTED HOLES) INS TO FLOOR BEAMS 8 FLOOR BEAM FBI TO GIRDER �-- --- L PURLIN HANGER - S6 t4lOd 1 STEEL FLOOR BEAM HANGER - S7L/R X 3" NAILS (@ FLOOR BEAM) 3 3/4 00 X 8 1/2" ECON. HD. BOLT 8 10d X 1 1/2" NAILS (0 PURLINS) 4 3/4 "0 X 7" M.B. (THRU FLOOR BEAM)A 05 3/4 "m X M.I. WA, 36 PURLINS TO DIAPHRAGMS 4 3/4 "0 CUT WA. (0 SLOTTED HOLES) 3 4 "0 SHEAR PLATE W/ 13/16 "m HOLE 4 1 O X 1 1/2" NAILS �'S 2 3/4 "m X 8 -1/2" M.B. "0 e L2 3/4 CUT WA. (® SLOTTED HOLES) 36 POST Pt TO GIRDER Q1 FLOOR BEAM F81 TO GIRDER 1 3/4 "m X 14" ECON. HD. BOLT (M TOP HOLE) 1 STEEL FLOOR BEAM HANGER - S12 2 3 /4"m M.I. WA, 3 3/4 "0 X 8 1/2" ECON. HD. BOLT 1 3/4 "0 X 14" M.B. 4 3/4 "0 X 7" M.B. (THRU FLOOR BEAM) 3 4 3/4 "0 X M.I. WA. 3/4 "0 CUT WA. (® SLOTTED HOLES) 318 DECK TO PURLIN 3 4 "0 SHEAR PLATE W1 13/16 "0 HOLE 3 _ 10 Q 1 1 FLOOR BEAM FB1 TO GIRDER 1 STEEL FLOOR BEAM HANGER - S13 4 3/4 "0 X 8 1/2" ECON. HD. BOLT 4 3/4 "4 X 7" M.B. (THRU FLOOR BEAM) 4 3/4 "0 X M.I, WA. 4 3/4 "0 CUT WA. (0 SLOTTED HOLES) 4 4 "0 SHEAR PLATE W/ 13/16 "0 HOLE TREATMENT SPECIFICATIONS N X 5 WOODEX SCREWS LAY OUT ALL DECK PANELS W/ 1/4 "± GAPS PRIOR TO ATTACHING DECK, 72 RAIL TO POST 1 1/2 "0 X 8 1/2" ECON. HD. BOLT 1 1/2 "0 M.I. WA. 0 78 CURB TO DECK 1 1/2 "0 X 10" ECON, HD. BOLT 1 1/2-0 M.I. WA. ALL DIMENSIONED CUTS AND HOLES IN TIMBER MATERIAL SHALL BE MADE PRIOR TO PRESSURE TREATMENT. TREAT ALL FIELD CUTS AND BORES WITH COPPER NAPTHANATE IN ACCORDANCE WITH AWPA SPECIFICATION M4 TREAT GLULAM GIRDERS, FLOOR BEAMS & PURLINS WITH TYPE A PENTACHLOROPHENOL TO A MINIMUM NET RETENTION OF 0.3 PCF. PER AWPA SPECIFICATION C28. TREAT BALANCE OF GLULAM MATERIAL WITH PENTACHLOROPHENOL IN LIGHT SOLVENT TO A MINIMUM NET RETENTION OF 0.3 PCF. PER AWPA SPECIFICATION C28. -- NOTICE -- THE LUMBER AND GLULAM ON THIS PROJECT ARE PRESSURE TREATED WITH PENTACHLOROPHENOL WHICH INSURES A LONG AND USEFUL SERVICE LIFE. WORKMEN SHOULD USE COMMON SENSE IN HANDLING THESE TREATED TIMBERS. AVOID DIRECT SKIN CONTACT WITH THE PRESERVATIVE BY WEARING GLOVES, LONG SLEEVE SHIRTS AND IN SOME CASES, A FACE MASK, TIMBER TREATED WITH PENTACHLOROPHENOL MAY EXHIBIT A BLOOMING OF THE DRIED CRYSTALS ON THE WOOD SURFACES FOR SEVERAL WEEKS AFTER INSTALLATION. THESE CRYSTALS CAN BE BRUSHED OR WASHED OFF THE SURFACES OF THE BRIDGE, SUCH AS RAILING OR OTHER SURFACES SUBJECT TO PUBLIC CONTACT, THE BLOOMING WILL DISCONTINUE AS THE WOOD REACHES EOUILIBRIUM WITH THE ATMOSPHERIC CONDITIONS. IT MAY BE DIFFICULT TO APPLY CERTAIN PAINT OR STAIN FINISHES TO PRESSSURE TREATED WOOD. WOOD TREATED WITH LIGHT SOLVENT PENTACHLOROPHENAL SHOULD NOT BE CONSIDERED AS PAINTABLE UNTIL ALL SOLVENT HAS ESCAPED. WWSI RECOMMENDS USING A PENETRATING PIGMENTED STAIN THAT DOES NOT FORM A COATING ON THE WOOD SURFACE. IF BRIDGE MATERIAL IS TO BE STOCK PILED AT THE SITE, IT MUST BE STORED IN A LEVEL AREA AND STICKERED APPROXIMATELY EVERY 6 FEET. IF THE MATERIAL IS STORED IN A HOT, DRY CLIMATE, IT MUST BE COVERED WITH PLYWOOD OR OTHER MATERIAL TO PROTECT IT. FAILURE TO STICKER AND COVER MAY CAUSE WARPING AND EXCESSIVE SEASONING CHECKS. 0 61" x 48C FIBER REINFORCED GLULAM GIRDERS STEEL BEAM SEAT 'gPP OMW4S - 41 nil. ay %% lo t/ 2e4 02 12 9TE 114e D2 QUAIL GARDEN BRIDGE - PLANJELEVAI]ON VIEW Pm Ear. QUAIL GARDENS GOLF CART BRIDGE WESTERN W ®0D Lo n0N. ENCINITAS CA STRUCTURES INC. ARDM,EM: ENGINEER. P.O. BOX 130 TUALATIN, OREGON 97062 O MVACMW HAZARD CONSTRUCTION t� 503/692 -6900 FAX 503/692 -6434 DRAVA BY: TAC oATE 4-2 -01 014018 800/547 -5411 CHECKED er J.S. DATE 6 -22 -01 DATE PRINTED: PLOT DATE 91� — OF 12 7I4 -3-T 1'-6' . 3' -9" 7'-9- WO W/ROUT FOR 4"0 SHEAR PLATE 0 FAR SIDE. TYP. A) A 10" LEVEL x 481" GLULAM GIRDER — G3 G3 64' -4j" 1 REO'D CAMBER = 1326 RADIUS INDUST, S3S FIBER REINFORCED (SEE SHEET 3 OF 6) ALL HOLE irg EXC. AS NOTED DIMENSIONS CUMULATIVE ALONG TTOP FACE OF GIRDER. 8'4" .......... - .. ......... ........ A� KERF ON BEAM 9. 54" A 2 A2 8'- 16'-IW S-Ar 251-4r 7 A!: -P--- .. ri& ....... -------- --------- in.. ...... --- j 4rj ff,4jr 5* lOj LEV!1 Q4 x 48$" GLULAM GIRDER — G2 A G2 67'-4r 1 REO'D CAMBER = 1320' RADIUS INDUST, S3S FIBER REINFORCED (SEE SHEET 3 OF 6) ALL HOLE L1*0 EXC. AS NOTED If - DIMENSIONS CUMULATIVE ALONG T TOP FACE OF GIRDER. 7'-4r 8'4- KERF ON BEAM 9. 0 Ai A A2 2'-0" N-Or I 11'-6r 18' -Or 20'-oir 28*-6r -------------- 4 .. ..... - ------- ----- -- -- a, A ',J A 5V-74' 6rx 5r FiRP REI ELZ GLULAM G - G1,G3 KERF ON 64'-3r 65-117/t" A2 I BEAM 0 . . . . . . . . . . . . . . . .... --------- --- . ........ 40'-4- -------- -- - -------- 50 -101 W-:1 I 59A-4j 64 -0j 104" KERF ON BEAMq . - ----- ---- ----- in PROJECT: QUAIL GARDENS GOLF CART BRDG. 3r 3r 1 II �4' -------------- - W, ----- .... 4r 4r Woo D A II t L A F- A 41' 41" ARCWTECT- 10- LEVELZ!i, 4 x 1" GLULAM GIRDER — 48� G1 1 LEVEL IL14*0 1& E'-0" -`� DONEER: 4r IL Gi 67'-7t 1 REOD CAMBER = 1326 RADIUS INDUST. S3S FIBER REINFORCED (SEE SHEET 3 OF 6) 1326 RADIUS ALL HOLE �g EXC. AS NOTE SEE DETAIL 8 (FAR SIDE)-/ ORAVM BY- TAC DATE 4-6-01 * S-V 7'-9- TYP. 7 PLCS. 7'-9' CmEan By. J.& 8'-9- 6 48'-57k" V"O W/ROUT N.S. FOR 4"0 8'-9" 6 8'-6- 7-9* DATE PRINTED: SHEAR PLATE. TYP. I OF 12 A 1' -6" 110 A A I r -- 714r3 -27--- 47'-10r 45-10r_ r KERF ON 5- 61 -oir 56' -41r SHEAR PLATE. TYP. 52'-Or 54 BEAM 0 in A, lc� vi KERF ON BEAM 9. . . . . . ................... ------ - Al L-- A 3t AN 4r 1 4- 4r 4� 4p 3 7— LEVEL 10" 10" LEVEL x 481" GLULAM GIRDER — G3 G3 64' -4j" 1 REO'D CAMBER = 1326 RADIUS INDUST, S3S FIBER REINFORCED (SEE SHEET 3 OF 6) ALL HOLE irg EXC. AS NOTED DIMENSIONS CUMULATIVE ALONG TTOP FACE OF GIRDER. 8'4" .......... - .. ......... ........ A� KERF ON BEAM 9. 54" A 2 A2 8'- 16'-IW S-Ar 251-4r 7 A!: -P--- .. ri& ....... -------- --------- in.. ...... --- j 4rj ff,4jr 5* lOj LEV!1 Q4 x 48$" GLULAM GIRDER — G2 A G2 67'-4r 1 REO'D CAMBER = 1320' RADIUS INDUST, S3S FIBER REINFORCED (SEE SHEET 3 OF 6) ALL HOLE L1*0 EXC. AS NOTED If - DIMENSIONS CUMULATIVE ALONG T TOP FACE OF GIRDER. 7'-4r 8'4- KERF ON BEAM 9. 0 Ai A A2 2'-0" N-Or I 11'-6r 18' -Or 20'-oir 28*-6r -------------- 4 .. ..... - ------- ----- -- -- a, A ',J A LIMITS OF REINFORCING FILLER 6rx 5r FiRP REI ELZ GLULAM G - G1,G3 7'-9- ---------- 65-117/t" A2 I AC% 40'-4- 42'-44" 50 -101 W-:1 I 59A-4j 64 -0j 104" KERF ON BEAMq . - ----- ---- ----- in PROJECT: QUAIL GARDENS GOLF CART BRDG. 44 1 II �4' -------------- - W, ----- .... Woo D A CA L A F- 41' 41" ARCWTECT- v A' 0 1 LEVEL GLULAM GIRDER G4 E'-0" -`� DONEER: 4r A A P.O. BOX 130 TUALATIN, G4 76-7r 1 REOD CAMBER 1326 RADIUS INDUST. S3S FIBER REINFORCED (SEE SHEET 3 OF 6) SEE DETAIL 8 (FAR SIDE)-/ ORAVM BY- TAC DATE 4-6-01 * im 014018 ALL HOLES 9 EXC. AS NOTE TYP. 7 PLCS. CmEan By. J.& 8'-9- 6 48'-57k" PLOT DATE 8'-9" 6 A TIMBER: SPECIES:—DF. GRADE: L3 FJO: 4 s FiRP: TYPE: CARBON E=1.80 ;-1-07p2i t=0.07 IN. it u- Z oz G3 J 0- 2L 8'-6- 87;-6" 34'- 25-7j* 23' -7j- q . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . ..... . . . . . . . . . . . . . . . . . . . . . . . ---- v --------- -------- ------ -- - 447 SEE DETAIL 0 (FAR SID TYP. 6 PLCS. 8'-6- V-6" f 0 A 30'-104" 28' -10j" I 22'-4f C% 4� FABRICATE N.S. OF GIRDER PER DETAIL B, TYP. 6 PLCS. 81-6. 0 ; 17'-ljW1 - I rn 8'-6" t A IS-104" I 1 A 3r 3r LIMITS OF REINFORCING FILLER 6rx 5r FiRP REI ELZ GLULAM G - G1,G3 7'-9- ---------- 65-117/t" TIMBER: SPECIES:—DF. GRADE: L3 FJO: 4 s FiRP: TYPE: CARBON E=1.80 ;-1-07p2i t=0.07 IN. it u- Z oz G3 J 0- 2L 8'-6- 87;-6" 34'- 25-7j* 23' -7j- q . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . ..... . . . . . . . . . . . . . . . . . . . . . . . ---- v --------- -------- ------ -- - 447 SEE DETAIL 0 (FAR SID TYP. 6 PLCS. 8'-6- V-6" f 0 A 30'-104" 28' -10j" I 22'-4f C% 4� FABRICATE N.S. OF GIRDER PER DETAIL B, TYP. 6 PLCS. 81-6. 0 ; 17'-ljW1 - I rn 8'-6" t A IS-104" I 1 A 3r 3r FI 8-6" - FILLER 6rx45r FiRP REIN LULAM GIRDE G4 7'-9- RPO W/ROUT FOR 4-0 1 /c�GOMMEii/ A2 I I A 40'-4- 42'-44" 50 -101 W-:1 I 59A-4j 64 -0j 104" KERF ON BEAMq . - ----- ---- ----- PROJECT: QUAIL GARDENS GOLF CART BRDG. -------------- - W, ----- .... Woo D A CA 3�' A F- 41' 41" ARCWTECT- v DONEER: 4r 3r P.O. BOX 130 TUALATIN, OREGON 97062 LEVEL IOr TRM < SEE DETAIL 8 (FAR SIDE)-/ ORAVM BY- TAC DATE 4-6-01 * im 014018 TAC TYP. 7 PLCS. CmEan By. J.& DATE 6-22-01 NO. — PLOT DATE T. SH8 8'-6- 7-9* DATE PRINTED: I OF 12 7'-9- 3' -9- 1' -6" Al r -- 714r3 -27--- WO W/ROUT N.S. FOR 400 A2 35-or 37'-l* 45•-7" SHEAR PLATE. TYP. 52'-Or 54 A, lc� 104, KERF ON BEAM 9. . . . . . ................... ------ - Al L-- A AN 4r 1 4- 4p 3 7— LEVEL 10" DER DETAIL B TYP. 7 PLCS. 51'- 1 17/b* 8'-6- 6r FI I LIMITS OF REINFORCING - FILLER 6rx45r FiRP REIN LULAM GIRDE G4 RPO W/ROUT FOR 4-0 1 /c�GOMMEii/ .1 MBER: SPECIES: D•F. GRADE: L3 FJQ: 4550 DSIL FiRP: TYPE: CARBON E=1.80 x 107 psi t=0.07 IN. DIMENSIONS CUMULATIVE ALONG TOP FACE OF GIRDER. 8' -6" 4'-4r A * 6'-7" 81r KERF ON BEAM z ... ... . ..... . - --- -- 4 4'6 C-4 14"o A DIMENSIONS CUMULATIVE ALONG TOP FACE OF GIRDER. KERF ON BEAM ...... ...... L] - A Ii 4�" LEVEL 1'-0" TOP OF GIRDER DIM. LINE -\ /- DAP 3" DEEP xM QN DETAIL B 1"xl* CONDUIT HOLE FULL LENGTH OF GIRDER. ,L SECTION A- �p F A"o ADDITIONAL r x r CHAMFER V) V) (A =D CD z m cn f 3'-9" 1' -67, RPO W/ROUT FOR 4-0 1 /c�GOMMEii/ SHEAR PLATE 0 FAR SIDE. TYP. /2\ I A2 I W-:1 I 59A-4j 64 -0j 104" KERF ON BEAMq . - ----- ---- ----- PROJECT: QUAIL GARDENS GOLF CART BRDG. a Woo D A CA 3�' A F- 41' 41" ARCWTECT- v DONEER: P.O. BOX 130 TUALATIN, OREGON 97062 LEVEL IOr TRM < 503/692-6434 ORAVM BY- TAC DATE 4-6-01 * im 014018 TAC AMUATE MEMBER 800/547-5411 CmEan By. J.& DATE 6-22-01 NO. — PLOT DATE T. SH8 By DATE PRINTED: I OF 12 7'-9- 3' -9- 1' -6" LC r -- 714r3 -27--- WO W/ROUT N.S. FOR 400 SHEAR PLATE. TYP. A, 62-7j" 67' 2r 104, KERF ON BEAM 9. A 4r 1 4- LEVEL 10" �p F A"o ADDITIONAL r x r CHAMFER V) V) (A =D CD z m cn f /c�GOMMEii/ 9f^ 'ov DAB 1 /z4 2- OAre- PROJECT: QUAIL GARDENS GOLF CART BRDG. WESTERN Woo D 10CA1104: ENCINITAS, CA STRUCTURES INS. ARCWTECT- DONEER: P.O. BOX 130 TUALATIN, OREGON 97062 CONTRACTOR: HAZARD CONSTRUCTION CO. TRM 503/692-6900 FAX 503/692-6434 ORAVM BY- TAC DATE 4-6-01 * im 014018 TAC AMUATE MEMBER 800/547-5411 CmEan By. J.& DATE 6-22-01 NO. — PLOT DATE T. SH8 By DATE PRINTED: I OF 12 r -- 714r3 -27--- 44�446 J "m 1 }9 }" 4" ppl�� 11%16 m 'v O YY S7R S7L 1Y4" ro 1Y4 L 4 -9" 4' -9" 1 ° -3" t" 8 }" }" 8" }" }" S" a" Al 1 I � e I -- - - - - -- --------- -------------------------------------- - - - - -- --------------- - - - - -- -------- - - - - -- -- -------------------- - - - - -- -------------------------------------------------- - - - - -- - - -- - - - - - -- -- - - - - -- SECTION A- A _ -_- - -- -_ - -- - -- _----------- - - - - -- _-------- _-------- _-- - - - - -- --------- _------- - -_ - -- - - - - - - - - - - -- 4Y2" 41/2" , T2rj I 1 I SLIT D HOLES SLOTTED HOLES i 4ir-ir-t N i C4 N e - _ I I I e =:' �I II - i I I - I I Y Y 1 I 1 I 1 ,O � tD R Ir" x 1~ ^ I I }"m x 1}» N I N -25 446' SLTT'D HOLES 446 SLTT'D HOLES Y - ,N I ' -- - N •y0 ryV I 00 I I 446 Y ro I I ,r 2r I 21 +1 _ ra o N 84 \ rY,a 1�• ��•� 0 } ""m 418 wo 1446 "01/2" „ 1 °x1Yi" I 4" } "_T 446 SLTT'D HOLES 'f4" Y4 4 SLTT'D H S 4" %) V4 J4- SL x OTTEE D HOLES 2'1/16" 2'116" WELDED STEEL FLOOR BEAM HANGER - S7L /R WELDED STEEL FLOOR BEAM HANGER - S8 SL M o _ _ _ _ ___ __ ____ _ _ __ _ __ __ _ __________- _____ _. ____._____ _ _ _ __ ____ _____. __ -_ _ _ __ _ _ R -P TYP Q A A A CUT INTO ONE SIDE ONLY "IQ } "�Q CUT INTO ONE SSE ONLY 12' -0" S71- - 4 REO'D 2114$" 21116 S8 - 4 REQ'D5 L 4" X 4" X }" S7R - 4 REO'D WELDED STEEL DIAPHRAGM - S3 L 3" x 3" x }" 446 S3 - 4 REVD j"m 0�Y I I 1 -3" 4' -9" 4' -9" 1' -3" aYe A A t 3" 5" 446 - -- - -- :- � 448 ="•-ro SECTION A -A N - I I 1r 7" 7" 11" 1" 11" 3" 5r SLOTTED HOLES N t Ir OLD „ - _ w o x 14 + 6 "x1 Y2" wo x 1}" 44s ; SLTT'D HOLES �� SLTT'D HOLES SLTT'0 HOLES m I = 446 jl 00 •0 • I "m 416 ,8 m - 1446 "x11xt" Y4" I Y4 4" }" 2 ;1B 4" } 446 SLTT'D HOLES 217A8" 21%6- iQ-r WELDED STEEL FLOOR BEAM HANGER - S12 WELDED STEEL FLOOR BEAM HANGER - S13 I S12 - 1 REO'D S13 - 1 REQ'D _ xr 1� 3j" 3� 1 " SLOTTED HOLES 446 {y1" X 1r tYis "m SLOTTED HOLES rR 1r" 11 r }_k , m 14 24 } R t Y4 I I 4" 4" } "e lit ij" } "IQ t I I ------ - - - - -- -- - - - - -- - - - -- ---------- - - - - -- --------------------------------- - - - - -- -------------- - - - - -- ------------------------------------------- - - - - -- ------------ - - - - -- --------- - - - - -- --------------------- t 5.I 5 I 1 TS6x4x TYP 3' -5 }" 6" 6" 3' -0" 6" 6" S -5}" 3 A A A 3° P- - - - - - -- - - - - - - -- - - -- - - - - -- - ------ - - - - -- - --- ___ _ _________ ____ -------------------------------------- _____ - _ _ ________ ___ ______________________ A � Q A � Q A R =�" f� CUT INTO ONE SIDE ONLY } "� } "�+ }} CUT INTO ONE SIDE ONLtl i8 12'-0" WELDED STEEL DIAPHRAGM - S4 L 3" x 3" x }" < N Y70 - i S4 - 2 REO'D I � STEEL SPECIFICATIONS STEEL ASTM A36 !� il' -9j RB1 HARDWARE : ASTM A307 10 12' -6~ @ RB2 I HOT DIP GALVANIZE ALL STEEL AFTER FABRICATION. GALVANIZE HOT DIP ALL ALL WEL DS PER AWSSPECI�ATIONS BY CERTIFIED WELDERS. 10' -9~ RB3 -- - --- Q 4 "m a 12' -1" ® RB6 4Y2" 4Y2" » ARCHANGR /CONTRACTOR I 0 13' -10" ®RB7 i "m 3" 5 ~ WELDED STEEL PURLIN HANGER - S5 N r" r-4.° 33, R I I N THE WELDED STEEL ASSEMBLIES ON THIS PROJECT 1 ° -3" 61 R62, RB3, RB6, RBI 06 REQ'D Q MAY REWIRE SPECIAL INSPECTION AS REWIRED 3" 3" jBY UBC CHAPTER 1701.5.5 THE SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OMER OR THE ARCH/ENOR. N • • PLEASE PROWDE THE FOLLOWING INFORMATION: i 15 "m A36 ROD - R81 I I i 1 I I I Y3 ar j: ❑ STEEL ASSEMBLIES REWIRE SPECIAL INSPECTION arO A36 ROD - RB2, RB3, RB6, RB7 Q It 41 NAME OF INSPECTION AGENCY: - 22 ° I CONTACT NAME: SAME AS 3" ® - �— C�3 I i �� PHONE NUMBER: f� OTHER END GAP O NOTES: i R131 - rO STD. TURNBUCKLE ® Y - 2 d. 0 ❑ STEEL ASSEMBLIES DD NOT REWIRE SPECIAL INSPECTION. A+ WITH JAW /JAW ENDS I R82, RB3 - 1"m STD. TURNBUCKLE me " SLTT D HOLES Y j »m — NOTES: RB6, RB7 WITH JAW /JAW ENDS 0 0 '" ' 1% j�! ROD BRACE ASSEMBLY - MK RBI, RB2, RB3, RB6 RB7 0 0 3 - - - -- } "IQ 1�° 1�" }"i� S: SIGNED -- -- R611 4 REQ'D RB6 2 REVD Jul �1 d FIRM: —�— RB2 16 REO'D RB7 1 REO'D S1 5L �� 7446 "x1Y2" I"m 4" ' "12 °-- RB3 1 REQ °D SLTT'D HOLES 446 QUAIL GARDEN BRIDGE - STEEL 4" Y�"17/4 4" WESTERN Woo D PRO�EECT: QUAIL GARDENS GOLF CART BRIDGE 2 "A6" 211Ae" '" t} "m 1 ®IR L Lomnow ENCINITAS CA » 5 I� ¢� STRUCTURES INC. S1 5R �i 28" 28" 1� "1} � p m ARCIN,ECTt w /04 ENGINEER: WELDED STEEL FLOOR BEAM HANGER - S15R/L P.O. BOX 130 TUALATIN, OREGON 97062 CONTRACTOR: HAZARD CONSTRUCTION CO. S15R - 4 REQ'D. Al WELDED STEEL PURLIN HANGER — S6 �d z 9 -20 -01 ENGINEER REVISION TAC 503/692 -6900 FAX 503/692 -6434 DRAWN BC TAC DATE 4 201 doB � � V1L �� �� „ ®. 014018 S15L - 4 REM A, 27 REO'D � 0 CAa1� t 6 -a -Ot PER APPROVAL TAC ME A� $00/547 -5411 CHECKED BY: J.S. DACE 6 -22 -01 PLOT DATE BHT. - -NO. DATE REV+SIONS BY DATE PRINTED 9OFOF 12 7I 4-'A -_L � � � TYP S -5}" 6~ 6" 3' -0" 6" 6" T " 3 3° A A A A A S71- - 4 REO'D 2114$" 21116 S8 - 4 REQ'D5 L 4" X 4" X }" S7R - 4 REO'D WELDED STEEL DIAPHRAGM - S3 L 3" x 3" x }" 446 S3 - 4 REVD j"m 0�Y I I 1 -3" 4' -9" 4' -9" 1' -3" aYe A A t 3" 5" 446 - -- - -- :- � 448 ="•-ro SECTION A -A N - I I 1r 7" 7" 11" 1" 11" 3" 5r SLOTTED HOLES N t Ir OLD „ - _ w o x 14 + 6 "x1 Y2" wo x 1}" 44s ; SLTT'D HOLES �� SLTT'D HOLES SLTT'0 HOLES m I = 446 jl 00 •0 • I "m 416 ,8 m - 1446 "x11xt" Y4" I Y4 4" }" 2 ;1B 4" } 446 SLTT'D HOLES 217A8" 21%6- iQ-r WELDED STEEL FLOOR BEAM HANGER - S12 WELDED STEEL FLOOR BEAM HANGER - S13 I S12 - 1 REO'D S13 - 1 REQ'D _ xr 1� 3j" 3� 1 " SLOTTED HOLES 446 {y1" X 1r tYis "m SLOTTED HOLES rR 1r" 11 r }_k , m 14 24 } R t Y4 I I 4" 4" } "e lit ij" } "IQ t I I ------ - - - - -- -- - - - - -- - - - -- ---------- - - - - -- --------------------------------- - - - - -- -------------- - - - - -- ------------------------------------------- - - - - -- ------------ - - - - -- --------- - - - - -- --------------------- t 5.I 5 I 1 TS6x4x TYP 3' -5 }" 6" 6" 3' -0" 6" 6" S -5}" 3 A A A 3° P- - - - - - -- - - - - - - -- - - -- - - - - -- - ------ - - - - -- - --- ___ _ _________ ____ -------------------------------------- _____ - _ _ ________ ___ ______________________ A � Q A � Q A R =�" f� CUT INTO ONE SIDE ONLY } "� } "�+ }} CUT INTO ONE SIDE ONLtl i8 12'-0" WELDED STEEL DIAPHRAGM - S4 L 3" x 3" x }" < N Y70 - i S4 - 2 REO'D I � STEEL SPECIFICATIONS STEEL ASTM A36 !� il' -9j RB1 HARDWARE : ASTM A307 10 12' -6~ @ RB2 I HOT DIP GALVANIZE ALL STEEL AFTER FABRICATION. GALVANIZE HOT DIP ALL ALL WEL DS PER AWSSPECI�ATIONS BY CERTIFIED WELDERS. 10' -9~ RB3 -- - --- Q 4 "m a 12' -1" ® RB6 4Y2" 4Y2" » ARCHANGR /CONTRACTOR I 0 13' -10" ®RB7 i "m 3" 5 ~ WELDED STEEL PURLIN HANGER - S5 N r" r-4.° 33, R I I N THE WELDED STEEL ASSEMBLIES ON THIS PROJECT 1 ° -3" 61 R62, RB3, RB6, RBI 06 REQ'D Q MAY REWIRE SPECIAL INSPECTION AS REWIRED 3" 3" jBY UBC CHAPTER 1701.5.5 THE SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OMER OR THE ARCH/ENOR. N • • PLEASE PROWDE THE FOLLOWING INFORMATION: i 15 "m A36 ROD - R81 I I i 1 I I I Y3 ar j: ❑ STEEL ASSEMBLIES REWIRE SPECIAL INSPECTION arO A36 ROD - RB2, RB3, RB6, RB7 Q It 41 NAME OF INSPECTION AGENCY: - 22 ° I CONTACT NAME: SAME AS 3" ® - �— C�3 I i �� PHONE NUMBER: f� OTHER END GAP O NOTES: i R131 - rO STD. TURNBUCKLE ® Y - 2 d. 0 ❑ STEEL ASSEMBLIES DD NOT REWIRE SPECIAL INSPECTION. A+ WITH JAW /JAW ENDS I R82, RB3 - 1"m STD. TURNBUCKLE me " SLTT D HOLES Y j »m — NOTES: RB6, RB7 WITH JAW /JAW ENDS 0 0 '" ' 1% j�! ROD BRACE ASSEMBLY - MK RBI, RB2, RB3, RB6 RB7 0 0 3 - - - -- } "IQ 1�° 1�" }"i� S: SIGNED -- -- R611 4 REQ'D RB6 2 REVD Jul �1 d FIRM: —�— RB2 16 REO'D RB7 1 REO'D S1 5L �� 7446 "x1Y2" I"m 4" ' "12 °-- RB3 1 REQ °D SLTT'D HOLES 446 QUAIL GARDEN BRIDGE - STEEL 4" Y�"17/4 4" WESTERN Woo D PRO�EECT: QUAIL GARDENS GOLF CART BRIDGE 2 "A6" 211Ae" '" t} "m 1 ®IR L Lomnow ENCINITAS CA » 5 I� ¢� STRUCTURES INC. S1 5R �i 28" 28" 1� "1} � p m ARCIN,ECTt w /04 ENGINEER: WELDED STEEL FLOOR BEAM HANGER - S15R/L P.O. BOX 130 TUALATIN, OREGON 97062 CONTRACTOR: HAZARD CONSTRUCTION CO. S15R - 4 REQ'D. Al WELDED STEEL PURLIN HANGER — S6 �d z 9 -20 -01 ENGINEER REVISION TAC 503/692 -6900 FAX 503/692 -6434 DRAWN BC TAC DATE 4 201 doB � � V1L �� �� „ ®. 014018 S15L - 4 REM A, 27 REO'D � 0 CAa1� t 6 -a -Ot PER APPROVAL TAC ME A� $00/547 -5411 CHECKED BY: J.S. DACE 6 -22 -01 PLOT DATE BHT. - -NO. DATE REV+SIONS BY DATE PRINTED 9OFOF 12 7I 4-'A -_L } "e lit ij" } "IQ t I I ------ - - - - -- -- - - - - -- - - - -- ---------- - - - - -- --------------------------------- - - - - -- -------------- - - - - -- ------------------------------------------- - - - - -- ------------ - - - - -- --------- - - - - -- --------------------- t 5.I 5 I 1 TS6x4x TYP 3' -5 }" 6" 6" 3' -0" 6" 6" S -5}" 3 A A A 3° P- - - - - - -- - - - - - - -- - - -- - - - - -- - ------ - - - - -- - --- ___ _ _________ ____ -------------------------------------- _____ - _ _ ________ ___ ______________________ A � Q A � Q A R =�" f� CUT INTO ONE SIDE ONLY } "� } "�+ }} CUT INTO ONE SIDE ONLtl i8 12'-0" WELDED STEEL DIAPHRAGM - S4 L 3" x 3" x }" < N Y70 - i S4 - 2 REO'D I � STEEL SPECIFICATIONS STEEL ASTM A36 !� il' -9j RB1 HARDWARE : ASTM A307 10 12' -6~ @ RB2 I HOT DIP GALVANIZE ALL STEEL AFTER FABRICATION. GALVANIZE HOT DIP ALL ALL WEL DS PER AWSSPECI�ATIONS BY CERTIFIED WELDERS. 10' -9~ RB3 -- - --- Q 4 "m a 12' -1" ® RB6 4Y2" 4Y2" » ARCHANGR /CONTRACTOR I 0 13' -10" ®RB7 i "m 3" 5 ~ WELDED STEEL PURLIN HANGER - S5 N r" r-4.° 33, R I I N THE WELDED STEEL ASSEMBLIES ON THIS PROJECT 1 ° -3" 61 R62, RB3, RB6, RBI 06 REQ'D Q MAY REWIRE SPECIAL INSPECTION AS REWIRED 3" 3" jBY UBC CHAPTER 1701.5.5 THE SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OMER OR THE ARCH/ENOR. N • • PLEASE PROWDE THE FOLLOWING INFORMATION: i 15 "m A36 ROD - R81 I I i 1 I I I Y3 ar j: ❑ STEEL ASSEMBLIES REWIRE SPECIAL INSPECTION arO A36 ROD - RB2, RB3, RB6, RB7 Q It 41 NAME OF INSPECTION AGENCY: - 22 ° I CONTACT NAME: SAME AS 3" ® - �— C�3 I i �� PHONE NUMBER: f� OTHER END GAP O NOTES: i R131 - rO STD. TURNBUCKLE ® Y - 2 d. 0 ❑ STEEL ASSEMBLIES DD NOT REWIRE SPECIAL INSPECTION. A+ WITH JAW /JAW ENDS I R82, RB3 - 1"m STD. TURNBUCKLE me " SLTT D HOLES Y j »m — NOTES: RB6, RB7 WITH JAW /JAW ENDS 0 0 '" ' 1% j�! ROD BRACE ASSEMBLY - MK RBI, RB2, RB3, RB6 RB7 0 0 3 - - - -- } "IQ 1�° 1�" }"i� S: SIGNED -- -- R611 4 REQ'D RB6 2 REVD Jul �1 d FIRM: —�— RB2 16 REO'D RB7 1 REO'D S1 5L �� 7446 "x1Y2" I"m 4" ' "12 °-- RB3 1 REQ °D SLTT'D HOLES 446 QUAIL GARDEN BRIDGE - STEEL 4" Y�"17/4 4" WESTERN Woo D PRO�EECT: QUAIL GARDENS GOLF CART BRIDGE 2 "A6" 211Ae" '" t} "m 1 ®IR L Lomnow ENCINITAS CA » 5 I� ¢� STRUCTURES INC. S1 5R �i 28" 28" 1� "1} � p m ARCIN,ECTt w /04 ENGINEER: WELDED STEEL FLOOR BEAM HANGER - S15R/L P.O. BOX 130 TUALATIN, OREGON 97062 CONTRACTOR: HAZARD CONSTRUCTION CO. S15R - 4 REQ'D. Al WELDED STEEL PURLIN HANGER — S6 �d z 9 -20 -01 ENGINEER REVISION TAC 503/692 -6900 FAX 503/692 -6434 DRAWN BC TAC DATE 4 201 doB � � V1L �� �� „ ®. 014018 S15L - 4 REM A, 27 REO'D � 0 CAa1� t 6 -a -Ot PER APPROVAL TAC ME A� $00/547 -5411 CHECKED BY: J.S. DACE 6 -22 -01 PLOT DATE BHT. - -NO. DATE REV+SIONS BY DATE PRINTED 9OFOF 12 7I 4-'A -_L WELDED STEEL DIAPHRAGM - S4 L 3" x 3" x }" < N Y70 - i S4 - 2 REO'D I � STEEL SPECIFICATIONS STEEL ASTM A36 !� il' -9j RB1 HARDWARE : ASTM A307 10 12' -6~ @ RB2 I HOT DIP GALVANIZE ALL STEEL AFTER FABRICATION. GALVANIZE HOT DIP ALL ALL WEL DS PER AWSSPECI�ATIONS BY CERTIFIED WELDERS. 10' -9~ RB3 -- - --- Q 4 "m a 12' -1" ® RB6 4Y2" 4Y2" » ARCHANGR /CONTRACTOR I 0 13' -10" ®RB7 i "m 3" 5 ~ WELDED STEEL PURLIN HANGER - S5 N r" r-4.° 33, R I I N THE WELDED STEEL ASSEMBLIES ON THIS PROJECT 1 ° -3" 61 R62, RB3, RB6, RBI 06 REQ'D Q MAY REWIRE SPECIAL INSPECTION AS REWIRED 3" 3" jBY UBC CHAPTER 1701.5.5 THE SPECIAL INSPECTOR SHALL BE EMPLOYED BY THE OMER OR THE ARCH/ENOR. N • • PLEASE PROWDE THE FOLLOWING INFORMATION: i 15 "m A36 ROD - R81 I I i 1 I I I Y3 ar j: ❑ STEEL ASSEMBLIES REWIRE SPECIAL INSPECTION arO A36 ROD - RB2, RB3, RB6, RB7 Q It 41 NAME OF INSPECTION AGENCY: - 22 ° I CONTACT NAME: SAME AS 3" ® - �— C�3 I i �� PHONE NUMBER: f� OTHER END GAP O NOTES: i R131 - rO STD. TURNBUCKLE ® Y - 2 d. 0 ❑ STEEL ASSEMBLIES DD NOT REWIRE SPECIAL INSPECTION. A+ WITH JAW /JAW ENDS I R82, RB3 - 1"m STD. TURNBUCKLE me " SLTT D HOLES Y j »m — NOTES: RB6, RB7 WITH JAW /JAW ENDS 0 0 '" ' 1% j�! ROD BRACE ASSEMBLY - MK RBI, RB2, RB3, RB6 RB7 0 0 3 - - - -- } "IQ 1�° 1�" }"i� S: SIGNED -- -- R611 4 REQ'D RB6 2 REVD Jul �1 d FIRM: —�— RB2 16 REO'D RB7 1 REO'D S1 5L �� 7446 "x1Y2" I"m 4" ' "12 °-- RB3 1 REQ °D SLTT'D HOLES 446 QUAIL GARDEN BRIDGE - STEEL 4" Y�"17/4 4" WESTERN Woo D PRO�EECT: QUAIL GARDENS GOLF CART BRIDGE 2 "A6" 211Ae" '" t} "m 1 ®IR L Lomnow ENCINITAS CA » 5 I� ¢� STRUCTURES INC. S1 5R �i 28" 28" 1� "1} � p m ARCIN,ECTt w /04 ENGINEER: WELDED STEEL FLOOR BEAM HANGER - S15R/L P.O. BOX 130 TUALATIN, OREGON 97062 CONTRACTOR: HAZARD CONSTRUCTION CO. S15R - 4 REQ'D. Al WELDED STEEL PURLIN HANGER — S6 �d z 9 -20 -01 ENGINEER REVISION TAC 503/692 -6900 FAX 503/692 -6434 DRAWN BC TAC DATE 4 201 doB � � V1L �� �� „ ®. 014018 S15L - 4 REM A, 27 REO'D � 0 CAa1� t 6 -a -Ot PER APPROVAL TAC ME A� $00/547 -5411 CHECKED BY: J.S. DACE 6 -22 -01 PLOT DATE BHT. - -NO. DATE REV+SIONS BY DATE PRINTED 9OFOF 12 7I 4-'A -_L 8' -9" 8' -1" — 50' -1Ya "U INDUS. S3S — 8' -9" 6" z FILLER 8' —OW — 6 REO'D LIMITS OF REINFORCING — C= 1320'R FILLER ° 0 N � z 1 6rx48.146" FiRP REINFORCED GLULAM GIRDER - G1 G1 r w a Ly C Q 67' -71W 0 J TIMBER: SPECIES: D.F. GRADE: L3 FJQ: 4550psi m FiRP: TYPE: CARBON E =1.80 x 107 psi t =0.07 IN. 8Al 49'- 101b "0 8A 9" 6 " z FILLER LIMITS OF REINFORCING FILLER o 0 N z �z 6f" x48.11446" FiRP REINFORCED GLULAM GIRDER - G2 � J A � v 67' -44§" L � J TIMBER: SPECIES: D.F. GRADE: L3 FJQ: 4550psi m FiRP: TYPE: CARBON E =1.80 x 107osi t =0.07 IN. 1 A 0 46'- 103A'2L 8' -9" 6 " z FILLER LIMITS OF REINFORCING FILLER N /� [i \ 61 "x48,146" FiRP REINFORCED GLULAM GIRDER - G3 G3 a a w 64' -4-%" iL DO TIMBER: SPECIES: D.F. GRADE: L3 FJQ: 4550 ski m FiRP: TYPE: CARBON E =1.80 x 107DSi t=0.07 IN. 8A A 8' -0" 54' -71A "Q 8' -0" 6" z FILLER LIMITS OF REINFORCING FILLER o w A 6i "x48.146" FiRP REINFORCED GLULAM GIRDER - G4 G4 ` > iQ 1Q N a a 70' -71A" i m m TIMBER: SPECIES: D.F. GRADE: L3 FJQ: 4550psi ARP: TYPE: CARBON E =1.80 x 107psi t =0.07 IN. x 9" GLULAM PURLIN — GPt GPI — 7' -11W — 3 REO'D — INDUS. S3S — C= 1320'R — 24F —V4 3 x 9" GLULAM PURLIN — GP2.3 GP2 — 8' -1" — 36 REQ'D — INDUS. S3S — C= 13207R — 24F —V4 GP3 — 8' —OW — 6 REO'D — INDUS. S3S — C= 1320'R — 24F —V4 -- 38 x 9" GLULAM PURLIN — GP4 GP4 - 7' -114" - 3 REO'D - INDUS. S3S - C= 1320'R - 24F -V4 V -2j" 4' -9" 4' -9" V -2 I I 22 "x15" ( ±0 ") GLULAM DECK — D1 I I _ — — —+— — — — — — i — — — — — — — — — — — — — D1 11' -11" 104 REQ'D INDUS. SISK NO CAMBER COMB. 2 I I 22 "x174" ( ±) GLULAM DECK — 02 — — — — — — — — � I D2 11' -11" 2 REO'D INDUS. S1S2E NO CAMBER COMB, 2 J "0 j"o 1 1' -�" 11'- A A I Ai 1 58 x 9" GLULAM BENT CAP — B1 ij "o 1, —Q ! -- — — — — — — — — — — — — 1 B1 - 15-6j" - 2 REQUIRED - INDUSTRIAL S3S - NO CAMBER - COMB.#2 A A 10 j" 4" 4" 11' -21 58 x 6" GLULAM STRUT — ST1 A ST1 - 14' -3W - 2 REQUIRED - INDUSTRIAL S4S - NO CAMBER - COMB.42 APPR0 VALS RECOMMEAIO�`'D �Y•' Rp PR0K;_�_ Dare. /24/ �Z mre ZL 1j "0 5 " 13x16 "0 5g x 12" GLULAM FLOOR BEAM - FB1 - - - -- FB1 — 11' -111" — 9 REOV — INDUS. S3S — 24F —V4 Y4 "Ox79fz" A.B. (BY OTHERS) 1"04" A.B. (BY OTHERS) A 1 "Ox15" (A307) A.B. TYP. (BY OTHERS) 12" MIN. EMBEDMENT U j 6 -5-01 PER APPROVAL NO. I DATE REVISIONS 8 0 CL CL z co I iv N "A 0 I w I N I i w n a ZZ 9 BRIDGE 6' -3N" ABUTMENT 6' -3N" 4' -9" 4' -9" I I 6" L 6111, 3 317z" 31h" 39L /z ",3'h "L 6" 6" � I 'I(�I I I l I I I I I I I ABUTMENT #�Z A.B. LOCATIONS FINAL DESIGN BY OTHERS I i 1' -6" MIN. I i — — — — — — — — — — — I I I I I I 14' -6" BENT COLUMN _/ A.B. LOCATIONS WESTERN WOO PROJECT: QUAIL GARDENS GOLF CART BRDG. T�T LocnnoN: ENCINITAS CA STRUCTURES I N C s ARCHITECT: ENGINEER: P.O. BOX 130 TUALATIN, OREGON 97062 CONTRACTOR: HAZARD CONSTRUCTION CO. 503/692 -6900 FAX 503/692 -6434 DRAWN BY: TAC DATE 4 -6 -01 oB 014018 jpO AFFILIATE 800/547 -5411 CHECKED BY: . J.S. DATE 5-22-01 NO. MEMBER PLOT DATE SHT, BY DATE PRINTED: 10 OF _12 714-3- 2 ,fro 6,�t 4ja` 88 4j�" \ \ , x2 ° SLOTTED HOLE r I I' - 2° 2° id °x2" SLOTTED HOLE 2° 2' _ a• — — O 1 r -TR ID M Alt m 2" 2" SEE RODYB ACE TAB � 'm 2» 1 2° � 1' -6 c ,�} 0 SLE TYPICAL c._ ---�, 1 ° °T - +' -i�' TLS STEEL DETAIL ,j} o 01 s 6e 1- SEE TYPICAL TUBE STEEL DETAIL I 3; i'le Irx2° SLOTTED HOLE �. 5, � e 5° �. Irx2" SLOTTED HOLE lrx2" SLOTTED HOLE g° ; P 5' lrx2° SLOTTED HOLE ar 7r 0 WELDED STEEL ASSEMBLY - S10 2 "0 s,o - a REOb Q WELDED STEEL ASSEMBLY - S9 S9 ° 2 REQU I I To (SIP CORNER it CLIP CORNER °x�' Ir 2r It 2r rx "� i"0 metro °T sM N 3° 4" rE ROD DUCE TAB I 1 °0 ROD MACE TAB ,�" x 2' SLOTTED HOLES j -T 0 y4EInFn STEEL BEAM SEAT S2A Q WELDED STEEL BEAM SEAT - S2B - - - -- - S2A - 9 REOb S26 - i REOb BIi 54. ¢ �/ Al 1 6 -4-01 PER APPROVAL TAC AMLIAIE 800/547 -5411 CHECKED ern J.S. DATE 6 -22 -01 NO` — PLOT DATE SHT. NR DA,E REVISIONS BY DATE PRIMED: i, DF :— 143-2: dw O O I SiL c:) \` 9J°XY SLOTTED HOLES 5' 5° _ SL OTTED HOLES 5" 5 1� "0 a _ �°'" "0 ROD BRACE ROD BRACE 1 0 NEAR SIDE TAB _. TAB ! jr# 0 EAR SIDE — — AN TS 5`x3 "xr } "R N WELDED TYPICAL 1118E STEEL DETAIL STEEL BENT CAP — S11 THK. PLATE WA. - PM SLOTTED HOLE X 2 �°R SIT - 2 REO'D PWI - B REOD SLOTTED HOLE 5" 5' nf ip I N _ aN I CUP CORNER 1" x 1° I CUP CORNER 9" x 1" " r# STEEL ROD A36 1;" 2;" I 2r R.H. TKRD. / R.H. THRD. 41r I ` RN - 12, -8» R05 — 14' -1" I 4" �'R ( 4' .E ROD BRACE TAB ROD MACE TAB VRWOWL,5 A IN STEEL ROD BRACE - R84, R85 ROD BRACE BRACE ,QECOMMEaV Bf!' �IPPiQaI/ED��� R85 - 2 REORea - 2 REaro b TAB I TAB toy dzj ey --- To 1/ 24 / o 2 QUAIL GARDEN BRIDGE - STEEL Q� PRD�� QUAIL GARDENS GOLF CART BRIDGE Q�io SSA WESTERN W 4 0 D LOCATION: ENCINITAS CA. STRUCTURES INC. ARCHITECT. N WELDED STEEL BEAM SEAT - S1 L2/R2 WELDED STEEL BEAM SEAT - St L/R 7 m ENGINEER: SIR2 - 1 REO'D SIR - I REO'D / 4 P.O. BOX 130 TUALATIN, OREGON 97062 CONTRACTOR: HAZARD CONSTRUCTION CO. slLZ -' REOb su -, REOro D s� �' 503/692 -6900 FAX 503/692 -6434 DRAWN BY TAC DA,E 4/2/01 im 014018 ¢ �/ Al 1 6 -4-01 PER APPROVAL TAC AMLIAIE 800/547 -5411 CHECKED ern J.S. DATE 6 -22 -01 NO` — PLOT DATE SHT. NR DA,E REVISIONS BY DATE PRIMED: i, DF :— 143-2: PLUMB CUT PLUMB CUT Y « 3" av CIL DAP NEAR SIDE AS SHOWN C1R DAP FAR SIDE 7' -9Z d CIL - 14' -8r - 1 REQ'D. - INDUS. S4S - C= 1320'R - COMB.#2 CiR - 14' -8r - 1 REO'D. - INDUS. S4S - C= 1320'R - COMB. #2 51 x 6" GLULAM CURB — C1L /R 1' -6" 3' -9" 7' -9" 7' -9" I 21 x 71' GLULAM RAIL — R1 I "m i I _ R1 - 29' -41" - 2 REQ'D. - ARCH. S4S - CAMBER = 1320'R - COMB. #2 8' -6" 8' -6" 8' -6" 1 « - 21 x 71" GLULAM RAIL - R2 , i "m PLUMB CUT R9 M PLUMB CUT 3 21 x 9" GLULAM RAIL — R9 8' -6" 311 7' -9" 7' -9" 3' -9" 1' -6" d« �" M ' «m �� 21 x 99"" GLULAM RAIL - RR110 C21- - 17' -6" - 6 REQ'D. - INDUS. S4S - C= 1320'R - COMB. #2 3" C2R - 17' -6" - 6 REQ °D. - INDUS. S4S - C= 1320'R - COMB. #2 PLUMB CUT PLUMB CUT R2 - 25 -9" - 2 REQ'D. - ARCH. S4S - CAMBER = 1320'R - COMB. #2 ® 3C - - 8' -6" 8' -6" 8' -6" R10 - 29'-4r - 2 REQ'D. - ARCH. S4S - CAMBER = 1320'R - COMB. #2 GLULAM RAIL — R3 iro 3� PLUMB CUT R3 - 25 ° -9" - 2 REQ'D. - ARCH. S4S - CAMBER = 1320'R - COMB. 8' -6" 1 " 21 x 71" GLULAM RAIL - R4 " - - - - - - - - - - - +R4- 25' -9" - 2 REQ'D. - ARCH. S4S - CAMBER = 1320 - COMB. #2 PLUMB CUT K 3" II 4' -3" 4' -3" 4'-3" 4_3" C2L DAP NEAR SIDE AS SHOWN C2R DAP FAR SIDE N_,1» al" 7'_111" al" a'_d1" 3" L� T lim PLUMB CUT PLUMB CUT PLUMB CUT 8' -6" 7' -9" 7' -9" 3' -9" 1' -6" 1j" 21 x 71" GLULAM RAIL - R5 -- I i 3C - - - - _- R5 - 29' -4r - 2 REO'D. - ARCH. S4S - CAMBER = 1320'R - COMB. #2 5$ x 6" GLULAM CURB - C21- PLUMB CUT PLUMB CUT .l" •' Y« CX DAP NEAR SIDE AS SHOWN C3R DAP FAR SIDE « 7-9r C3L - 18' -11r - 1 REM), - INDUS. S4S - C= 132O'R - COMB.#2 C3R - 18' -Ilr - 1 REQ'D. - INDUS. S4S - C= 1320'R - COMB.#2 5$ x 6" GLULAM CURB — C3L /R V -6" 3' -9" L 7' -9" 7' -9" 1 � 2$ x 99"" GLULAM RAIL — R�6 A m R6 - 29' -41" - 2 REQ'D. - ARCH. S4S - CAMBER = 1320'R - COMB. #2 8' -6" 8' -6" 8' -6" 21 x 9A GLULAM RAIL - RA, 7 I i PLUMB CUT R7 - 25' -9" - 2 REQ'D. - ARCH. S4S - CAMBER = 132CR - COMB. 02 8' -6" 1« 2$ x Y GLULAM RAIL — R8 8' -6" - 174 V _< IFT CAMBER = 1320K - COMB. J2 - 8' -6" PLUMB CUT R9 M PLUMB CUT 3 21 x 9" GLULAM RAIL — R9 8' -6" 311 7' -9" 7' -9" 3' -9" 1' -6" d« �" M ' «m �� 21 x 99"" GLULAM RAIL - RR110 C21- - 17' -6" - 6 REQ'D. - INDUS. S4S - C= 1320'R - COMB. #2 C2R - 17' -6" - 6 REQ °D. - INDUS. S4S - C= 1320'R - COMB. #2 lim PLUMB CUT PLUMB CUT PLUMB CUT 8' -6" 7' -9" 7' -9" 3' -9" 1' -6" 1j" 21 x 71" GLULAM RAIL - R5 -- I i 3C - - - - _- R5 - 29' -4r - 2 REO'D. - ARCH. S4S - CAMBER = 1320'R - COMB. #2 5$ x 6" GLULAM CURB - C21- PLUMB CUT PLUMB CUT .l" •' Y« CX DAP NEAR SIDE AS SHOWN C3R DAP FAR SIDE « 7-9r C3L - 18' -11r - 1 REM), - INDUS. S4S - C= 132O'R - COMB.#2 C3R - 18' -Ilr - 1 REQ'D. - INDUS. S4S - C= 1320'R - COMB.#2 5$ x 6" GLULAM CURB — C3L /R V -6" 3' -9" L 7' -9" 7' -9" 1 � 2$ x 99"" GLULAM RAIL — R�6 A m R6 - 29' -41" - 2 REQ'D. - ARCH. S4S - CAMBER = 1320'R - COMB. #2 8' -6" 8' -6" 8' -6" 21 x 9A GLULAM RAIL - RA, 7 I i PLUMB CUT R7 - 25' -9" - 2 REQ'D. - ARCH. S4S - CAMBER = 132CR - COMB. 02 8' -6" 1« 2$ x Y GLULAM RAIL — R8 8' -6" 1« R8 - 25 -9 - 2 REQ D. - ARCH. SAS - CAMBER = 1320K - COMB. J2 - 8' -6" PLUMB CUT R9 1" PLUMB CUT 3 21 x 9" GLULAM RAIL — R9 8' -6" 311 I PLUMB CUT i if _.�-- PLUMB CUT 1 PLUMB CUT PLUMB CUT R8 - 25 -9 - 2 REQ D. - ARCH. SAS - CAMBER = 1320K - COMB. J2 - 8' -6" PLUMB CUT R9 1" ARCH. S4S - CAMBER = 132UR - 21 x 9" GLULAM RAIL — R9 8' -6" 7' -9" 7' -9" 3' -9" 1' -6" ' «m �� 21 x 99"" GLULAM RAIL - RR110 I PLUMB CUT i if _.�-- PLUMB CUT 1 PLUMB CUT PLUMB CUT ,QKDMMEN,0 FO BY �3y AP c OV sy LE: z4 ow roc. --� U 6 -5-01 IPER APPROVAL ND. I DALE REMSIONS PLUMB CUT PLUMB CUT PROJEM. QUAIL GARDENS GOLF CART BRDG. ON yyyy DRAM BY.- TAC DATE 4-6-01 DATE PMN70,, 1 Al . �. — — — — — — — --- — — — — — 3d" PLUMB CUT R9 - 25-9" - 2 REQ'D. - ARCH. S4S - CAMBER = 132UR - COMB. #2 !4 8' -6" 7' -9" 7' -9" 3' -9" 1' -6" 1 " 21 x 99"" GLULAM RAIL - RR110 PLUMB CUT I ® 3C - - -- R10 - 29'-4r - 2 REQ'D. - ARCH. S4S - CAMBER = 1320'R - COMB. #2 ,QKDMMEN,0 FO BY �3y AP c OV sy LE: z4 ow roc. --� U 6 -5-01 IPER APPROVAL ND. I DALE REMSIONS PLUMB CUT PLUMB CUT PROJEM. QUAIL GARDENS GOLF CART BRDG. ON yyyy DRAM BY.- TAC DATE 4-6-01 DATE PMN70,, 1 Al . �.