Attachment No. 3 – Final IS/MND and MMRP — City Council / Housing Authority, August 3, 2026 (part 3 of 3)

TS TSNO SIGNSN SIGNSN
TS
TSL
W TEMPLE AVE S CAMFPUS DR 6' 2' 2' Ø10'
R19' 6' CL 19' 1' 8' 7'4' 2' 1' 4' 21' 10' 10' SYMBOL CODE BOTANICAL NAME COMMON NAME SIZE PLS/POUND QTY REMARKS TREES AS Arbutus unedo Strawberry Tree 36" L 8 CW Cercis occidentalis Western Redbud Multi-trunk 36" L 2 CL Chilopsis linearis Desert Willow 24" box M 1 STANDARD CT x Chitalpa tashkentensis Chitalpa 36" L 4 SYMBOL CODE BOTANICAL NAME COMMON NAME SIZE SPACING QTY REMARKS SHRUBS AM2 Achillea millefolium Common Yarrow 1 gal. L 18" o.c. 14 NATIVE AE Arctostaphylos edmundsii 'Carmel Sur' Carmel Sur Little Sur Manzanita 1 gal. L 72" o.c. 3 AU Arctostaphylos uva-ursi Kinnikinnick 1 gal. L 72" o.c. 6 AP Aristida purpurea Purple Threeawn 1 gal. L 24" o.c. 58 AM Artemisia californica 'Montara' Montara California Sagebrush 1 gal. VL 48" o.c. 42 BP Baccharis pilularis consanguinea `Pozo Surf` Pozo Surf Coyote Brush 5 gal. L 36" o.c. 58 NATIVE BS2 Baccharis sarothroides Desertbroom Baccharis 5 gal. L 72" o.c. 9 CY Ceanothus griseus horizontalis 'Yankee Point' Yankee Point Carmel Creeper 5 gal. L 60" o.c. 116 DA2 Diplacus aurantiacus Sticky Monkeyflower 1 gal. VL 36" o.c. 28 NATIVE EE Epilobium canum latifolium `Everett`s Choice` Everett`s California Fuchsia 1 gal. L 48" o.c. 18 NATIVE EW Eriogonum fasciculatum `Warriner Lytle` Warriner Lytle California Buckwheat 5 gal. VL 48" o.c. 25 NATIVE LC Leymus condensatus Giant Wild Rye 5 gal. M 48" o.c. 2 MD Muhlenbergia dubia Pine Muhly 1 gal. L 24" o.c. 317 PRUNE FLOWERS SM Salvia chamaedryoides Germander Sage 1 gal. M 48" o.c. 25 NATIVE SW2 Salvia clevelandii 'Winnifred Gilman' Winnifred Gilman Cleveland Sage 5 gal. L 48" o.c. 14 NATIVE SP Salvia leucophylla Purple Sage 1 gal. L 48" o.c. 28 SM3 Salvia mellifera Black Sage 5 gal. L 84" o.c. 5 NATIVE SR Salvia mellifera 'Jade Carpet' Jade Carpet Black Sage 5 gal. L 60" o.c. 19 PLANT SCHEDULE SYMBOL DESCRIPTION DETAIL BIKE RACK 5/L200 INTERPRETIVE SIGNAGE 1,2/L202 TRASH RECEPTACLES 6/L200 CIRCULAR BENCH WITH TREE 1,4/L201 TRIANGULAR BENCH 1,5/L201 PRECAST SEAT WALL (CONCAVE) 1,2/L201 PRECAST SEAT WALL (CONVEX) 1,3/L201 MONUMENT SIGN 3/L202 SOLAR POST LIGHTS 7,8/L200 METAL LANDSCAPE EDGING 9/L200 12345678910 AMENITIES SCHEDULE 1. PRIOR TO BEGINNING WORK, LANDSCAPE CONTRACTOR SHALL REVIEW THE CIVIL ENGINEERING DRAWINGS FOR ANY SPECIAL CONDITIONS PARTICULARLY AS THEY PERTAIN TO GRADING FEATURES SUCH AS SWALES, DETENTION BASINS AND INFILTRATION AREAS THAT MAY HAVE AN EFFECT ON PLANTING AREAS. 2. LOCATIONS OF PLANTS ARE SCHEMATIC. ALL SHRUBS TO BE PLANTED A MINIMUM OFFSET OF TWO (2) FEET FROM ANY EXISTING UTILITIES OR STRUCTURES AND TREES A MINIMUM THREE (5) FEET FROM UTILITIES OR STRUCTURES. 3. ALL TREES TO BE TAGGED BY LANDSCAPE ARCHITECT PRIOR TO PURCHASE. 4. LANDSCAPE ARCHITECT OR PROJECT REPRESENTATIVE TO BE PRESENT TO APPROVE PLANT MATERIAL WHEN DELIVERED TO PROJECT SITE. 5. ALL PLANTS AND TREES STORED ON-SITE TO FOLLOW PROCEDURES IN PROJECT SPECIFICATIONS. 6. PLANTS ARE SHOWN DIAGRAMMATICALLY ON PLAN THEREFORE PLANT SPACING IN PLANTING NOTES AND PLANTING SPECIFICATIONS TAKE PRECEDENCE TO PLANTS SHOWN ON THE PLAN. CONTRACTOR IS TO CALCULATE QUANTITY OF PLANTS CALLED FOR AND INSTALL ALL THAT ARE SHOWN ON PLAN. 7. ALL LANDSCAPE PLANTING, IRRIGATION AND PAVING DAMAGED BY THE CONTRACTOR SHALL BE REPAIRED AND APPROVED BY OWNER'S REPRESENTATIVE BEFORE 100% COMPLETION OF CONSTRUCTION. 8. WHERE MULCH IS SPECIFIED, PER PLANS, SPREAD 3-4" LAYER OF MATERIAL UNDER AND IN BETWEEN ALL PLANTS SO AS TO LEAVE SOIL COMPLETELY COVERED WITH MULCH. NO MULCH SHALL BE PLACED WITHIN 2' OF TREE CENTER. 9. ALL TREES TO RECEIVE ROOT CONTROL BARRIERS PER PLAN. INSTALL ROOT BARRIER PER MANUFACTURER SPECIFICATION. ROOT BARRIER SHALL EXTEND 10 LINEAR FEET BEYOND TREE TRUNK IN EACH DIRECTION (20 FEET OF ROOT BARRIER ON EACH SIDE, 2 SIDES TOTAL) BETWEEN HARDSCAPE ELEMENTS OR AS SHOWN ON PLANS. 10. PRIOR TO PLANTING A TREE FILL THE HOLE WITH 10 GALLONS OF WATER. LET DRAIN, AMEND AND AFTER PLANTING, EACH TREE SHALL BE WATERED WITH A MINIMUM OF 20 GALLONS OF WATER. REPEAT THE WATERING TWICE IN THE NEXT 3 DAYS, NOT SOONER THAN AT 24-HOUR INTERVALS. 11. SOIL TESTS TO BE CONDUCTED AS DESCRIBED IN LANDSCAPE SPECIFICATIONS. THESE TESTS ARE TO DETERMINE RECOMMENDED AMOUNTS OF FERTILIZER AND ANY HARMFUL SUBSTANCES THAT REQUIRE MITIGATION. SEE SPECIFICATIONS FOR FURTHER INFORMATION. 12. DURING SOIL PREPARATION AMEND WITH GYPSUM (AGRICULTURAL CALCIUM SULFATE CA SO4) PER AMOUNT RECOMMENDED BY THE SOIL TEST RESULTS. SEE SPECIFICATIONS FOR FURTHER INFORMATION. 13. LANDSCAPE CONTRACTOR SHALL SCHEDULE A PRE-CONSTRUCTION MEETING WITH THE GENERAL CONTRACTOR TO DISCUSS ANY LANDSCAPE ISSUES BEFORE START OF CONSTRUCTION. 14. THE CONTRACTOR SHALL MAINTAIN PLANTED AREAS DURING THE PLANT ESTABLISHMENT PERIOD BY MEANS OF CONTINUOUS WATERING, PRUNING, RAISING ROOT BALLS WHICH SETTLE BELOW GRADE, APPLICATION OF SPRAYS WHICH ARE NECESSARY TO KEEP THE PLANTINGS FREE OF INSECTS AND DISEASES, FERTILIZING, WEEDING, AND/OR OTHER OPERATIONS NECESSARY FOR PROPER CARE AND UPKEEP. PLANTING NOTES DECOMPOSED GRANITE 3/L200 CONCRETE PERMEABLE PAVERS 4/L200 Service Alert Ground Under 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 95 10' 5' 0 10' 20' 1" = 10' TEMPLE TRAILHEAD 2 64 TYP. EXISTING TRANSIT STOP 1 EXISTING TREE - PROTECT IN PLACE 67 PVT ENG SAK. MCKERNIN K. MCKERNIN 12.11.2024 L100 W TEMPLE AVE PLANTING PLANS FD-24 AJ 8 3 10 9 5 TS

TSSL S SMH LID
SIGNSN TS TSSL SYMBOL CODE BOTANICAL NAME COMMON NAME SIZE PLS/POUND QTY REMARKS TREES AS Arbutus unedo Strawberry Tree 36" L 8 CW Cercis occidentalis Western Redbud Multi-trunk 36" L 2 CL Chilopsis linearis Desert Willow 24" box M 1 STANDARD CT x Chitalpa tashkentensis Chitalpa 36" L 4 SYMBOL CODE BOTANICAL NAME COMMON NAME SIZE SPACING QTY REMARKS SHRUBS AM2 Achillea millefolium Common Yarrow 1 gal. L 18" o.c. 14 NATIVE AE Arctostaphylos edmundsii 'Carmel Sur' Carmel Sur Little Sur Manzanita 1 gal. L 72" o.c. 3 AU Arctostaphylos uva-ursi Kinnikinnick 1 gal. L 72" o.c. 6 AP Aristida purpurea Purple Threeawn 1 gal. L 24" o.c. 58 AM Artemisia californica 'Montara' Montara California Sagebrush 1 gal. VL 48" o.c. 42 BP Baccharis pilularis consanguinea `Pozo Surf` Pozo Surf Coyote Brush 5 gal. L 36" o.c. 58 NATIVE BS2 Baccharis sarothroides Desertbroom Baccharis 5 gal. L 72" o.c. 9 CY Ceanothus griseus horizontalis 'Yankee Point' Yankee Point Carmel Creeper 5 gal. L 60" o.c. 116 DA2 Diplacus aurantiacus Sticky Monkeyflower 1 gal. VL 36" o.c. 28 NATIVE EE Epilobium canum latifolium `Everett`s Choice` Everett`s California Fuchsia 1 gal. L 48" o.c. 18 NATIVE EW Eriogonum fasciculatum `Warriner Lytle` Warriner Lytle California Buckwheat 5 gal. VL 48" o.c. 25 NATIVE LC Leymus condensatus Giant Wild Rye 5 gal. M 48" o.c. 2 MD Muhlenbergia dubia Pine Muhly 1 gal. L 24" o.c. 317 PRUNE FLOWERS SM Salvia chamaedryoides Germander Sage 1 gal. M 48" o.c. 25 NATIVE SW2 Salvia clevelandii 'Winnifred Gilman' Winnifred Gilman Cleveland Sage 5 gal. L 48" o.c. 14 NATIVE SP Salvia leucophylla Purple Sage 1 gal. L 48" o.c. 28 SM3 Salvia mellifera Black Sage 5 gal. L 84" o.c. 5 NATIVE SR Salvia mellifera 'Jade Carpet' Jade Carpet Black Sage 5 gal. L 60" o.c. 19 PLANT SCHEDULE SYMBOL DESCRIPTION DETAIL BIKE RACK 5/L200 INTERPRETIVE SIGNAGE 1,2/L202 TRASH RECEPTACLES 6/L200 CIRCULAR BENCH WITH TREE 1,4/L201 TRIANGULAR BENCH 1,5/L201 PRECAST SEAT WALL (CONCAVE) 1,2/L201 PRECAST SEAT WALL (CONVEX) 1,3/L201 MONUMENT SIGN 3/L202 SOLAR POST LIGHTS 7,8/L200 METAL LANDSCAPE EDGING 9/L200 12345678910 AMENITIES SCHEDULE 1. PRIOR TO BEGINNING WORK, LANDSCAPE CONTRACTOR SHALL REVIEW THE CIVIL ENGINEERING DRAWINGS FOR ANY SPECIAL CONDITIONS PARTICULARLY AS THEY PERTAIN TO GRADING FEATURES SUCH AS SWALES, DETENTION BASINS AND INFILTRATION AREAS THAT MAY HAVE AN EFFECT ON PLANTING AREAS. 2. LOCATIONS OF PLANTS ARE SCHEMATIC. ALL SHRUBS TO BE PLANTED A MINIMUM OFFSET OF TWO (2) FEET FROM ANY EXISTING UTILITIES OR STRUCTURES AND TREES A MINIMUM THREE (5) FEET FROM UTILITIES OR STRUCTURES. 3. ALL TREES TO BE TAGGED BY LANDSCAPE ARCHITECT PRIOR TO PURCHASE. 4. LANDSCAPE ARCHITECT OR PROJECT REPRESENTATIVE TO BE PRESENT TO APPROVE PLANT MATERIAL WHEN DELIVERED TO PROJECT SITE. 5. ALL PLANTS AND TREES STORED ON-SITE TO FOLLOW PROCEDURES IN PROJECT SPECIFICATIONS. 6. PLANTS ARE SHOWN DIAGRAMMATICALLY ON PLAN THEREFORE PLANT SPACING IN PLANTING NOTES AND PLANTING SPECIFICATIONS TAKE PRECEDENCE TO PLANTS SHOWN ON THE PLAN. CONTRACTOR IS TO CALCULATE QUANTITY OF PLANTS CALLED FOR AND INSTALL ALL THAT ARE SHOWN ON PLAN. 7. ALL LANDSCAPE PLANTING, IRRIGATION AND PAVING DAMAGED BY THE CONTRACTOR SHALL BE REPAIRED AND APPROVED BY OWNER'S REPRESENTATIVE BEFORE 100% COMPLETION OF CONSTRUCTION. 8. WHERE MULCH IS SPECIFIED, PER PLANS, SPREAD 3-4" LAYER OF MATERIAL UNDER AND IN BETWEEN ALL PLANTS SO AS TO LEAVE SOIL COMPLETELY COVERED WITH MULCH. NO MULCH SHALL BE PLACED WITHIN 2' OF TREE CENTER. 9. ALL TREES TO RECEIVE ROOT CONTROL BARRIERS PER PLAN. INSTALL ROOT BARRIER PER MANUFACTURER SPECIFICATION. ROOT BARRIER SHALL EXTEND 10 LINEAR FEET BEYOND TREE TRUNK IN EACH DIRECTION (20 FEET OF ROOT BARRIER ON EACH SIDE, 2 SIDES TOTAL) BETWEEN HARDSCAPE ELEMENTS OR AS SHOWN ON PLANS. 10. PRIOR TO PLANTING A TREE FILL THE HOLE WITH 10 GALLONS OF WATER. LET DRAIN, AMEND AND AFTER PLANTING, EACH TREE SHALL BE WATERED WITH A MINIMUM OF 20 GALLONS OF WATER. REPEAT THE WATERING TWICE IN THE NEXT 3 DAYS, NOT SOONER THAN AT 24-HOUR INTERVALS. 11. SOIL TESTS TO BE CONDUCTED AS DESCRIBED IN LANDSCAPE SPECIFICATIONS. THESE TESTS ARE TO DETERMINE RECOMMENDED AMOUNTS OF FERTILIZER AND ANY HARMFUL SUBSTANCES THAT REQUIRE MITIGATION. SEE SPECIFICATIONS FOR FURTHER INFORMATION. 12. DURING SOIL PREPARATION AMEND WITH GYPSUM (AGRICULTURAL CALCIUM SULFATE CA SO4) PER AMOUNT RECOMMENDED BY THE SOIL TEST RESULTS. SEE SPECIFICATIONS FOR FURTHER INFORMATION. 13. LANDSCAPE CONTRACTOR SHALL SCHEDULE A PRE-CONSTRUCTION MEETING WITH THE GENERAL CONTRACTOR TO DISCUSS ANY LANDSCAPE ISSUES BEFORE START OF CONSTRUCTION. 14. THE CONTRACTOR SHALL MAINTAIN PLANTED AREAS DURING THE PLANT ESTABLISHMENT PERIOD BY MEANS OF CONTINUOUS WATERING, PRUNING, RAISING ROOT BALLS WHICH SETTLE BELOW GRADE, APPLICATION OF SPRAYS WHICH ARE NECESSARY TO KEEP THE PLANTINGS FREE OF INSECTS AND DISEASES, FERTILIZING, WEEDING, AND/OR OTHER OPERATIONS NECESSARY FOR PROPER CARE AND UPKEEP. PLANTING NOTES Service Alert Ground Under 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 95 10' 5' 0 10' 20' 1" = 10' 68 PVT ENG SAK. MCKERNIN K. MCKERNIN 12.11.2024 L101 CORPORATE CENTER DR PLANTING PLANS FD-24 AK CORPORATE CENTER DR ACCESS POINT PPPP 1417847E 6' 14' 16' 25' 46' 26' 6' C MURCHISON AVE L 13' 3' 2' 6' 1' 5' 5' 3' 4' 2' 4' 2' SYMBOL DESCRIPTION DETAIL BIKE RACK 5/L200 INTERPRETIVE SIGNAGE 1,2/L202 TRASH RECEPTACLES 6/L200 CIRCULAR BENCH WITH TREE 1,4/L201 TRIANGULAR BENCH 1,5/L201 PRECAST SEAT WALL (CONCAVE) 1,2/L201 PRECAST SEAT WALL (CONVEX) 1,3/L201 MONUMENT SIGN 3/L202 SOLAR POST LIGHTS 7,8/L200 METAL LANDSCAPE EDGING 9/L200 12345678910 AMENITIES SCHEDULE SYMBOL CODE BOTANICAL NAME COMMON NAME SIZE PLS/POUND QTY REMARKS TREES AS Arbutus unedo Strawberry Tree 36" L 8 CW Cercis occidentalis Western Redbud Multi-trunk 36" L 2 CL Chilopsis linearis Desert Willow 24" box M 1 STANDARD CT x Chitalpa tashkentensis Chitalpa 36" L 4 SYMBOL CODE BOTANICAL NAME COMMON NAME SIZE SPACING QTY REMARKS SHRUBS AM2 Achillea millefolium Common Yarrow 1 gal. L 18" o.c. 14 NATIVE AE Arctostaphylos edmundsii 'Carmel Sur' Carmel Sur Little Sur Manzanita 1 gal. L 72" o.c. 3 AU Arctostaphylos uva-ursi Kinnikinnick 1 gal. L 72" o.c. 6 AP Aristida purpurea Purple Threeawn 1 gal. L 24" o.c. 58 AM Artemisia californica 'Montara' Montara California Sagebrush 1 gal. VL 48" o.c. 42 BP Baccharis pilularis consanguinea `Pozo Surf` Pozo Surf Coyote Brush 5 gal. L 36" o.c. 58 NATIVE BS2 Baccharis sarothroides Desertbroom Baccharis 5 gal. L 72" o.c. 9 CY Ceanothus griseus horizontalis 'Yankee Point' Yankee Point Carmel Creeper 5 gal. L 60" o.c. 116 DA2 Diplacus aurantiacus Sticky Monkeyflower 1 gal. VL 36" o.c. 28 NATIVE EE Epilobium canum latifolium `Everett`s Choice` Everett`s California Fuchsia 1 gal. L 48" o.c. 18 NATIVE EW Eriogonum fasciculatum `Warriner Lytle` Warriner Lytle California Buckwheat 5 gal. VL 48" o.c. 25 NATIVE LC Leymus condensatus Giant Wild Rye 5 gal. M 48" o.c. 2 MD Muhlenbergia dubia Pine Muhly 1 gal. L 24" o.c. 317 PRUNE FLOWERS SM Salvia chamaedryoides Germander Sage 1 gal. M 48" o.c. 25 NATIVE SW2 Salvia clevelandii 'Winnifred Gilman' Winnifred Gilman Cleveland Sage 5 gal. L 48" o.c. 14 NATIVE SP Salvia leucophylla Purple Sage 1 gal. L 48" o.c. 28 SM3 Salvia mellifera Black Sage 5 gal. L 84" o.c. 5 NATIVE SR Salvia mellifera 'Jade Carpet' Jade Carpet Black Sage 5 gal. L 60" o.c. 19 PLANT SCHEDULE 1. PRIOR TO BEGINNING WORK, LANDSCAPE CONTRACTOR SHALL REVIEW THE CIVIL ENGINEERING DRAWINGS FOR ANY SPECIAL CONDITIONS PARTICULARLY AS THEY PERTAIN TO GRADING FEATURES SUCH AS SWALES, DETENTION BASINS AND INFILTRATION AREAS THAT MAY HAVE AN EFFECT ON PLANTING AREAS. 2. LOCATIONS OF PLANTS ARE SCHEMATIC. ALL SHRUBS TO BE PLANTED A MINIMUM OFFSET OF TWO (2) FEET FROM ANY EXISTING UTILITIES OR STRUCTURES AND TREES A MINIMUM THREE (5) FEET FROM UTILITIES OR STRUCTURES. 3. ALL TREES TO BE TAGGED BY LANDSCAPE ARCHITECT PRIOR TO PURCHASE. 4. LANDSCAPE ARCHITECT OR PROJECT REPRESENTATIVE TO BE PRESENT TO APPROVE PLANT MATERIAL WHEN DELIVERED TO PROJECT SITE. 5. ALL PLANTS AND TREES STORED ON-SITE TO FOLLOW PROCEDURES IN PROJECT SPECIFICATIONS. 6. PLANTS ARE SHOWN DIAGRAMMATICALLY ON PLAN THEREFORE PLANT SPACING IN PLANTING NOTES AND PLANTING SPECIFICATIONS TAKE PRECEDENCE TO PLANTS SHOWN ON THE PLAN. CONTRACTOR IS TO CALCULATE QUANTITY OF PLANTS CALLED FOR AND INSTALL ALL THAT ARE SHOWN ON PLAN. 7. ALL LANDSCAPE PLANTING, IRRIGATION AND PAVING DAMAGED BY THE CONTRACTOR SHALL BE REPAIRED AND APPROVED BY OWNER'S REPRESENTATIVE BEFORE 100% COMPLETION OF CONSTRUCTION. 8. WHERE MULCH IS SPECIFIED, PER PLANS, SPREAD 3-4" LAYER OF MATERIAL UNDER AND IN BETWEEN ALL PLANTS SO AS TO LEAVE SOIL COMPLETELY COVERED WITH MULCH. NO MULCH SHALL BE PLACED WITHIN 2' OF TREE CENTER. 9. ALL TREES TO RECEIVE ROOT CONTROL BARRIERS PER PLAN. INSTALL ROOT BARRIER PER MANUFACTURER SPECIFICATION. ROOT BARRIER SHALL EXTEND 10 LINEAR FEET BEYOND TREE TRUNK IN EACH DIRECTION (20 FEET OF ROOT BARRIER ON EACH SIDE, 2 SIDES TOTAL) BETWEEN HARDSCAPE ELEMENTS OR AS SHOWN ON PLANS. 10. PRIOR TO PLANTING A TREE FILL THE HOLE WITH 10 GALLONS OF WATER. LET DRAIN, AMEND AND AFTER PLANTING, EACH TREE SHALL BE WATERED WITH A MINIMUM OF 20 GALLONS OF WATER. REPEAT THE WATERING TWICE IN THE NEXT 3 DAYS, NOT SOONER THAN AT 24-HOUR INTERVALS. 11. SOIL TESTS TO BE CONDUCTED AS DESCRIBED IN LANDSCAPE SPECIFICATIONS. THESE TESTS ARE TO DETERMINE RECOMMENDED AMOUNTS OF FERTILIZER AND ANY HARMFUL SUBSTANCES THAT REQUIRE MITIGATION. SEE SPECIFICATIONS FOR FURTHER INFORMATION. 12. DURING SOIL PREPARATION AMEND WITH GYPSUM (AGRICULTURAL CALCIUM SULFATE CA SO4) PER AMOUNT RECOMMENDED BY THE SOIL TEST RESULTS. SEE SPECIFICATIONS FOR FURTHER INFORMATION. 13. LANDSCAPE CONTRACTOR SHALL SCHEDULE A PRE-CONSTRUCTION MEETING WITH THE GENERAL CONTRACTOR TO DISCUSS ANY LANDSCAPE ISSUES BEFORE START OF CONSTRUCTION. 14. THE CONTRACTOR SHALL MAINTAIN PLANTED AREAS DURING THE PLANT ESTABLISHMENT PERIOD BY MEANS OF CONTINUOUS WATERING, PRUNING, RAISING ROOT BALLS WHICH SETTLE BELOW GRADE, APPLICATION OF SPRAYS WHICH ARE NECESSARY TO KEEP THE PLANTINGS FREE OF INSECTS AND DISEASES, FERTILIZING, WEEDING, AND/OR OTHER OPERATIONS NECESSARY FOR PROPER CARE AND UPKEEP. PLANTING NOTES DECOMPOSED GRANITE 3/L200 CONCRETE PERMEABLE PAVERS 4/L200 Service Alert Ground Under 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 95 1 6 3 4 10' 5' 0 10' 20' 1" = 10' MURCHISON TRAILHEAD 6 5 69 PVT ENG SAK. MCKERNIN K. MCKERNIN 12.11.2024 L102 MURCHISON AVE PLANTING PLANS FD-24 AL 10 9 2 8 10 Service Alert Ground Under 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 95 NOTE: 1. POSTS ARE TO BE 5' ROUND, 12' TALL STRAIGHT ALUMINUM. 2. THE POLE SHALL BE CONSTRUCTED OF SEAMLESS EXTRUDED TUBE OF 6063 ALUMINUM ALLOY. SHRUB PLANTING N.T.S. TOP OF ROOTBALL 1" ABOVE FINISHED GRADE 3" SHREDDED WOOD MULCH EXCEPT AT ROOT CROWN 4" HIGH BERM FIRMLY COMPACTED PLANT TABLETS BURIED, MAX 3" DEEP BACKFILL PLANTING PIT SCARIFY BOTTOM AND EDGES UNDISTURBED NATIVE SOIL 2 X ROOTBALL WIDTH MIN.

DEPTH
OF

ROOTBALL
4" P-LA-09 1 DO NOT REMOVE SIDE GROWTH ALONG TRUNK. PRUNE ONLY AS DIRECTED BY LANDSCAPE ARCHITECT. 2-2" DIA 10' MIN LENGTH LODGEPOLE STAKES AND 4 TIES. TOP TIES SHALL BE 3" BELOW TOP OF STAKE. TIES SHALL ALLOW TREE TO MOVE FREELY WITHOUT ALLOWING TRUNK OR BRANCHES TO RUB AGAINST STAKE. TOP OF ROOTBALL 1-2" ABOVE FINISHED GRADE ROOT WATERING SYSTEM PER IRRIGATION PLANS 4" HIGH BERM FIRMLY COMPACTED 3" SHREDDED WOOD MULCH PER SPECIFICATIONS; KEEP MULCH AWAY FROM ROOT CROWN BACKFILL PLANTING PIT SCARIFY BOTTOM AND SIDES OF PLANTING PIT. UNDISTURBED NATIVE SOIL NOTES 1. DOUBLE STAKE 15 GAL AND LARGER TREES 2. POSITION STAKES OUTSIDE OF ROOTBALL; ALIGN STAKES PARALLEL TO PREVAILING WIND 3. PROVIDE MINIMUM DISTANCE FROM OTHER OBJECTS AS FOLLOWS: 20' TRAFFIC SIGNALS, 12' STREET LIGHTS, 10' FIRE HYDRANTS, SEWER LINES, PAD MOUNTED EQUIPMENT, 5' FOR UNDERGROUND GAS AND ELECTRIC LINES. 4. REFER TO IRRIGATION SHEETS FOR ALL IRRIGATION DETAILS PLANTING HOLE TREE STAKES (TYP.) ROOT WATERING SYSTEM PER IRRIGATION PLANS RUBBER TREE TIES IN OFFSET LOOPS AROUND TRUNK AND STAKE. NAIL EACH TREE TIE TO STAKE USING GALVANIZED NAILS. 2" DIA. LODGEPOLE STAKE MIN 10' LENGTH PLAN PLAN PLANT TABLETS PER SPECIFICATIONS SECTION 2XROOTBALL TYP. TREE PLANTING AND STAKING N.T.S. 2 P-MM-04 DECOMPOSED GRANITE PAVING 4" COMPACTED D.G. SURFACE 4" MINUS AGGREGATE BASE GEOTEXTILE FABRIC COMPACTED SUBGRADE 95% UNDISTURBED EARTH F.G. PLANTING AREA 6" METAL LANDSCAPE EDGING 3 P-LA-14 NOTES: 1. INSTALLATION TO BE COMPLETED PER MANUFACTURERS SPECIFICATIONS. 2. MANUFACTURER: LANDSCAPE FORMS, FINISH: ELECTRO POLISHED STAINLESS STEEL SIDE FRONT 27 5/8"
4 1/4"
2' CLEAR TYPICAL LAYOUT (PLAN) BICYCLE RACK N.T.S. IN-GROUND INSTALLATIONIN GROUND BIKE RACK 38 ANCHOR ROD THRU HOLE INSTALLED TO MANUFACTURER'S SPECIFICATION. FOOTING PER MANUFACTURER'S SPECIFICATION. 34" WASHED PEA GRAVEL UNDISTURBED EARTH 2" CONCRETE PAVERS 5 P-MM-65 TRASH RECEPTACLE N.T.S. REAR FRONT 29 1/4" 45" MOUNT TRASH RECEPTACLE TO PAVERS PER MANUFACTURER'S SPECIFICATIONS NOTES: 1. ALUMINUM TRASH RECEPTACLE 'PLAINWELL' BY LANDSCAPE FORMS OR APPROVED EQUAL. POWDER COATED SILVER. 2. CONTRACTOR TO PROVIDE ANCHORING HARDWARE AS NEEDED FOR SURFACE MOUNTING TO CONCRETE SIDEWALK PER MANUFACTURER'S SPECIFICATIONS. 3. VERIFY EXACT LOCATION WITH ENGINEER PRIOR TO INSTALLATION TOP PLAINWELL LITTER RECEPTACLE MODEL PLWL-SO-AL FREESTANDING SURFACE MOUNT BY LANDSCAPE FORMS OR APPROVED EQUAL 6 P-CO-71 SOLAR LIGHT POLE N.T.S. 7 DETAIL-FILE LIGHT POST N.T.S. 1 23 4 1'-4" 12' 1 SOLAR LED COMMERCIAL AREA LIGHT 12-FOOT ROUND ALUMINUM POLE WITH 4-BOLT BASE, PER SPECIFICATIONS 23 2' x 4' CONCRETE FOOTING 4 FINISHED SURFACE NOTES: 1. MOUNT POLE TO CONCRETE FOOTING PER POLE MANUFACTURER'S SPECIFICATIONS. 9 P-ELL1-59 56 CONCRETE PAVERS COMPACTED AGGREGATE SUB-BASE MATERIAL 56 CONCRETE PERMEABLE PAVERS 4 DETAIL-FILE BURY TOP OF STAKE 1" BELOW FINISH GRADE METAL EDGING PER SPECS METAL EDGING N.T.S. ADJACENT PLANTING AREA - TYP. 1" MAX NOTE: 1. STAKE SHALL BE PLACED ON THE SIDE OF EDGING OPPOSITE OF DG WHEREVER POSSIBLE. MIN. 12" COMPACTED SUBGRADE 4" DECOMPOSED GRANITE W/ STABILIZER (SEE SPECS) GEOTEXTILE FILTER FABRIC FINISH GRADE AT TOP OF DG P-SA2-72 10 MIN. 12" COMPACTED SUBGRADE BEDDING LAYER, TYP CONCRETE PAVER 2" 2" SECTION 70 PLANTING DETAILS PVT ENG SAK. MCKERNIN K. MCKERNIN 12.11.2024 L200 FD-24 AM NOTES 1. MANUFACTURER: WASAU TILE 2. MATERIAL NAME: V-SERIES 3. COLOR: EXTERIOR TERRAZZO -ET-16 4. INSTALL PER MANUFACTURER'S SPECIFICATIONS. 5. USE PAVER EDGE RESTRAINTS (HTTPS://WAUSAUTILE.COM/PRODUCTS/V-SERIES-PERMEABLE.CFM) SOLAR LIGHT POLE FOOTING DETAILS EDGE OF BASE PLATE LUMINARE AND TRAFFIC SIDE EDGE OF BASE PLATE 6' LUMINARE AND TRAFFIC SIDE SHAPE TO CLEAR FOUNDATION
1" MIN
4"MAX CL POLE CL POLE CUT SLOPES STEEPER THAN 4:1, LESS THAN 2:1 FILL SLOPES STEEPER THAN 4:1, LESS THAN 2:1 2'-6" 6' 2'-6" 8 N.T.S. N.T.S. N.T.S.

Service Alert Ground Under 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 95 PRECAST SITE FURNISHING ANCHORING DETAIL N.T.S. 1 CURVED MODULAR PRECAST SEATWALL (CONCAVE) N.T.S. 2 TRIANGULAR BENCH N.T.S. 5 N.T.S. 3 CURVED MODULAR PRECAST BENCH SEATING N.T.S. 4 CURVED MODULAR PRECAST SEATWALL (CONVEX) NOTES: ITEM MANUFACTURER - WAUSAU TILE NOTES: ITEM MANUFACTURER - WAUSAU TILE STYLE - CENTENAIRE BENCH (CONVEX) FINISH COLOR - A22 SAND REFER TO DETAIL 1/L201 FOR INSTALLATION NOTES: ITEM MANUFACTURER - WAUSAU TILE STYLE - CIRCULAR BENCH FINISH COLOR - A22 SAND REFER TO DETAIL 1/L201 FOR INSTALLATION NOTES: ITEM MANUFACTURER - WAUSAU TILE STYLE - CENTENAIRE BENCH (CONCAVE) FINISH COLOR - A22 SAND REFER TO DETAIL 1/L201 FOR INSTALLATION NOTES: ITEM MANUFACTURER - WAUSAU TILE STYLE - GALET I FINISH COLOR - A22 SAND REFER TO DETAIL 1/L201 FOR INSTALLATION 71 AMENITY DETAILS PVT ENG SAK. MCKERNIN K. MCKERNIN 12.11.2024 L201 FD-24 AN Service Alert Ground Under 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 95 PANNIER SIGNAGE ASSEMBLY & FOOTING DETAIL N.T.S. 1 PANNIER INTERPRETIVE SIGNAGE N.T.S. 2 SAN JOSE CREEK B I K E W A Y MONUMENT SIGN 12 3 4 10' rad 10' 18" 4' 3 72 AMENITY DETAILS PVT ENG SAK. MCKERNIN K. MCKERNIN 12.11.2024 L202 FD-24 AO NOTE: ALTA TO SUPPLY GRAPHICS. TBD. NOTE: SIGN GRAPHICS ARE TBD CONCRETE PAVERS, SEE DETAIL X/XX 4" MINUS AGGREGATE BASE COMPACTED SUBGRADE 95% UNDISTURBED EARTH IMBEDDED MOUNTING HARDWARE OR SURFACE MOUNT PER MANUFACTURERS RECOMMENDATION SITE AMENITIES FOOTING, TYP. COMPACTED SUBGRADE FOOTING PER MANUFACTURERS RECOMMENDATION P-SA2-74 4 N.T.S. N.T.S. 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
” “ ” “ ”
” ”
67 T101
FF - 374 AA 73
S
SD
8''W
8''W
8''W 8''W
8''W 8''W 10''W 10''W
10''W
24+00
25+00 26+00
27+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com

VEHICLES

TO YIELD TURNING

NO UTURN
ROUTE
TRUCK
68 T102
FF - 374 B
PED
USE
SIGNAL
FF - 374 AB 74
S
VV
SD S
SD
SD
SD
SD
SD
SD
SD
SD
SD
SD
12''W
12''W
12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W 12''W SD
SD
SD
SD
68+00 69+00 70+00 71+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
69 T103
FF - 374 AC FF - 374 C
75 WM
WM S S GA GA 8''G 8''G 8''G 8''G 8''G 8''G 8''G 8''W 8''W 8''W 8''W 12''W 12''W 12''W 12''W 21''W 21''W 21''W 21''W 21''W 21''W 21''W 10''W 10''W 10''W 10''W 10''W 10''W OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH 88+00 88+96
89+30
90+00
91+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
PED
USE
SIGNAL
70 T104
FF - 374 AD FF - 374 D
76 S OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH 118+00
119+00
119+77
119+80 120+00
121+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
71 T105
FF - 374 E
PED
USE
SIGNAL
FF - 374 AE 77
S

WM VV WM S
WM 3''G 24''W 24''W 24''W 24''W 24''W 24''W 24''W 8''W 8''W 8''W 8''W 8''W 8''W OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH 3''G 3''G 3''G 3''G 3''G 3''G 3"G IN 6" CSG 148+00 149+00
149+90
150+20
151+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
72 T106
FF - 374 F
PED
USE
SIGNAL
FF - 374 AF 78
2''G
WM 2''G 8''G 8''G 8''G 8''G 8''G 8''G 8''G 8''G 8''G 2''G 2''G 2''G 2''G 2''G 8''SS 8''SS 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''W 8''WOH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH OH 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
“ ”
79 T107
FE - 442 AA
“ ”
” ”
”
S WM
2''G
2''G 2''G 2''G 2''G 2''G 6''W
6''W 6''W 6''W 6''W 6''W 6''W 6''W
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH

OH OH OH OH OH OH OH OH OH
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
80 T108
FE - 442 AB
“ ”
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 95 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 81 T109 ” ” ” ” ” ” FJ - 204 AA SD
25+00 26+00
SD
25+00 26+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com

BIKE LANE BEGIN BIKE ROUTE
82 T110
FJ - 204 AB
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
83 T111
FJ - 204 AC
S
VV
SD S
SD
SD
68+00 69+00 70+00 71+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
84 T112
FJ - 204 AD
WM
WM
S
S
GA GA
87+00
88+00
88+96
89+30
90+00
WM
WM
S
GA GA
87+00
88+00
88+96
89+30
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com

PARKING
NO
ANY
TIME
RED

HERE ON
STOP

TO REQUEST
GREEN
WA IT
ON PED
USE
SIGNAL
85 T113
FJ - 204 AE
119+77
119+80 120+00
S S
119+77
119+80 120+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com

PARKING
NO
ANY
TIME
RED

HERE ON
STOP

TO REQU EST
GREEN
WAIT
ON PED
USE
SIGNAL
86 T114
FJ - 204 AF
WM
136+00
137+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
87 T115
FJ - 204 AG
S
WM
VV WM 149+90
150+20
S
WM
S
WM
VV WM 149+90
150+20
S
WM
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com

PARKING
NO
ANY
TIME
RED

HERE ON
STOP

TO REQU EST
GREEN
WAIT
ON PED
USE
SIGNAL
88 T116
FJ - 204 AH
S WM
162+00 163+00
164+00
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
89 T117
FJ - 204 AI
S
184+00
185+00 185+77
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
90 T118
FJ - 204 AJ
TRD 27"
TRD 12"
TRD 10"
36" TRD
36" TRD

S SMH LID EB
BB
"CON. CL" LINE

BEGIN UC
END UC

SS(ABAN)
10''SS
10''SS
10''SS
10''W 10''W 10''W 10''W
SS(ABAN) SS(ABAN) 10''W 10''W 10''W 10''W SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) 8''SS 8''SS 8''SS 10''SS 10''SS

SS(ABAN) SS(ABAN) SS(ABAN)
8''SS
8''SS
10''W
10''W
10''W
"SR71" LINE
MH
775
776
777
778
779
769
769
770 771 770 771
771
772
773
774 775
91 92
93 94 95 96
22 23
765
770
775
780
785
790
770
780
790

4.00%

0.79%
-1.20%
-0.70%
92+00.00
780.52
93+93.35
779.22

0.00%

1.50% 90+90 770.78 96+00 773.19 94+25 774.50 91+20 771.80 93+00 774.50 91+00 91+50 92+00 92+50 93+00 93+50 94+00 94+50 95+00 95+50 96+00 (E) CHANNEL TW

9.25% 91+80 771.15 93+00 774.50
-0.75% 0.00% PG TW 1.50%

TRAIL PG
OG
(e) SR 71 soffit
(e) SR 71 soffit
20' 92+00 773.00

TW RT TRANSITION PG
(e) top bridge abutment footing
EL:770.64 (NAVD88)
EL:768.5 (NGVD29) BEGIN UNDER CROSSING END UNDER CROSSING 95+57.00 773.50 94+07.83 91+72.51
+/-750.00
91+90.60
+/-750.00 91+59.50 772.3995+14.50 773.83 END UC WALL BEGIN UC WALL 94+28.37
767.13 (771.0) 771.12 (772.2) 772.25 (773.0) 773.00 (774.1) 773.75 (774.6) 774.50 (776.5) 774.50 (778.5) 774.50 (774.3) 774.31 (773.9) 773.94 (773.6) 773.56 (773.2) 773.19 (773.3) EXISTING (CHANNEL TW) PG TW (e) bottom bridge abutment footing
EL:769.14 (NAVD88)
EL: 767.0 (NGVD29)
PLAN
SCALE: 1"= 20'
0 20' 40'

EDGE OF BRIDGE DECK SOFFIT

LIMITS OF

OLD BRIDGE

SAN JOSE CREEK CHANNEL
SR 71 UNDERCROSSING

PLAN & PROFILE
NORTH

WALL PROFILE
617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
80 SCALE: 1"= 20' H
1" = 4' V

DAYLIGHT DAYLIGHT
96+00
90+90
CONSTRUCTION NOTES:
30 CONSTRUCT 0.75' PCC TRAIL OVER 0.5' CL II AG. BASE
31 CONSTRUCT PCC UNDERCROSSING WALLS
32 CONSTRUCT DRAINAGE INLET (SEE DRAINAGE PLANS)
33 CONSTRUCT DRAINAGE GUTTER
34 CONSTRUCT CHAINLINK FENCE - TYPE CL-3.5
35 REMOVE (E) CL FENCE - SEE CIVIL PLANS
36 REMOVE TREE
37 (E) CHANNEL WALL - PROTECT IN PLACE
38 (E) BR. ABUT. (SR-71) - PROTECT IN PLACE
39 (E) CHAINLINK FENCE - PROTECT IN PLACE
UTILITY NOTES:

A (E) 10" WATER MAIN (DEPTH & TRAJECTORY UNKNOWN AT TRAIL CROSSING, POTHOLE TO VERIFY & COORDINATE WITH ENGINEER) B (E) ELEC. CONDUIT (2" & 3.5") (DEPTH & TRAJECTORY UNKNOWN AT TRAIL CROSSING, POTHOLE TO VERIFY & COORDINATE WITH ENGINEER) C (E) SS 10" VCP - PROTECT IN PLACE

D (E) SS MH - PROTECT IN PLACE
E (E) SS 10" VCP (ABANDONED) - PROTECT IN PLACE

F (E) DRAINAGE SWALE - SEE DRAINAGE PLANS

G (E) RCP STORM DRAIN
(DEPTH UNKNOWN AT TRAIL CROSSING,

POTHOLE TO VERIFY & COORDINATE WITH ENGINEER)

SEE RECORD DRAWINGS & DRAINAGE PLANS
FOR MORE INFORMATION.
30 !
!
32 30
31 31
32 33
33 34
37 38
38 39
39 10
! ! A
B
A
D
E
E
E
A
C
A
A
B
E C
35 !
F
!
NOTES:
(N) FENCING ON CHANNEL WALL NOT SHOWN FOR CLARITY.
36 35 6'
WALL NOTES:

1. WALL EXPANSION JOINTS AT 96'-0" O.C. TYP.

2. LEFT WALL FOLLOWS TW PG ENTIRE LEGNTH

3. RIGHT WALL FOLLOWS TW PG ENTIRE LENGTH EXCEPT WHERE
TW RT TRANSITION PG IS REFERENCED.

4. SEE CIVIL SHEETS FOR TRAIL PLAN & PROFILE INFORMATION. 760 760
765
!
!
G
G

TRAIL PG INFO

SEE CIVIL SHEETS FOR PLAN & PROFILE INFORMATION

TRAIL PG INFO
S100
FA-2263 CF

LACFCD R / W

LACFCD R / W
LACFCD R / W 6'
R / W
R / W
R / W
R / W R / W R / W 20'
(e) channel wall
(e) bridge abutment
TRAIL PG 1.5% 0.75' PCC 0.5' CL II AG BASE 6.5' EP FG OG CON. CL TRAIL PG 1.5% 0.75' PCC 0.5' CL II AG BASE 6' .5' TYP. FL 3 1 .5' OG CON. CL PG TW RT TRANS TRAIL PG 1.5% 0.75' PCC 0.5' CL II AG BASE 6' 3 1 .5' 2' GUTTER .5' - 1.5'
VARIES OG CON. CL 3 1 0.75' PCC VARIES 2'-18'
VAR. .5' PG TW OR PG TW RT TRANS. DL 2' GUTTER 0.5' CL II AG BASE TRAIL PG 1.5% 6' OG CON. CL =±769.14 1.5% 0.75' PCC 6' OG VAR. .5' 6' DL / (E) ABUT FACE PG TW 5% 3' CLR. MIN 2' GUTTER 0.5' CL II AG BASE TRAIL PG (E) BRIDGE WEEPHOLE CON. CL =±770.64 TRAIL PG 0.75' PCC 0.5' CL II AG BASE 1.5%6.5' VARIES 0.83' - 1.04' (E) CHANNEL WALL PROTECT IN PLACE CON. CL TRAIL PG 0.75' PCC 0.5' CL II AG BASE 1.5%6' VARIES 0.83' - 1.04' .5' .5' - 1.5'
VARIES PG TW (E) CHANNEL WALL PROTECT IN PLACE CON. CL .5' VARIES 0.83' - 1' VAR. 6' 1.5% PG TW (E) CHANNEL WALL TRAIL PG PROTECT IN PLACE 0.75' PCC 0.5' CL II AG BASE CON. CL LEGEND: PCC CLASS II AGGREGATE BASE STRUCTURE BACKFILL (SLURRY CEMENT) PERVIOUS BACKFILL MATERIAL 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 80 SR 71 UNDERCROSSING TYPICAL SECTIONS "CON. CL" - LEFT STA 91+20 to 91+59.50 & STA 95+14.5 to 95+57 SCALE: 1"= 2-0" "CON. CL" - LEFT STA 90+90 to 91+20 & STA 95+57 to 96+00 SCALE: 1"= 2-0" "CON. CL" - RIGHT STA 90+90 to 91+20 & STA 95+57 to 96+00 SCALE: 1"= 2-0" "CON. CL" - LEFT STA 91+59.50 to 95+14.50 SCALE: 1"= 2-0" "CON. CL" - RIGHT STA 91+80 to 92+00 & STA 94+00 to 95+14.50 SCALE: 1"= 2-0" "CON. CL" - RIGHT STA 92+00 to 94+00 SCALE: 1"= 2-0" "CON. CL" - RIGHT STA 91+20 to 91+80 SCALE: 1"= 2-0" "CON. CL" - RIGHT STA 91+80 to 92+00 & 95+14.50 to 95+57 SCALE: 1"= 2-0" S101 FA-2263 CF #5 @ 6, Typ. #5 @ 6, Typ. 1' - 7" 6' 6' #5 @ 12 #5 @ 6

WALL HEIGHT VARIES
WALL HEIGHT VARIES .5' TYP. TOP WALL PG OR WALL RT TRANSITION PG TOP WALL PG 1.5% TYP SLOPE VARIES CON. CL VAR. GUTTER .5', TYP. (E) CHANNEL WALL PROTECT IN PLACE STRUCTURE BACKFILL, TYP. .5' TYP. FACE OF WALL FACE OF WALL PERVIOUS BACKFILL, TYP. 2' TYP. (E) BRIDGE ABUTMENT FOOTING PROTECT IN PLACE ±769.14 = ±770.64 = 4" Outlet GUTTER 4" Drain Pipe D.I. WALL, TYP. FG B0-3 3-1 0.75' PCC 2" CLR. TYP UNDERCROSSING STRUCTURAL SECTION SCALE: 1"= 1-0" 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 80 0.5' CL II BASE 2" CLR. 3" CLR. PG 4" DIA. WEEP HOLE @ 20' O.C. TYP. B3-5 1' SR 71 UNDERCROSSING STRUCTURAL SECTION 1' B3-6 FG 4" DIA. WEEP HOLE @ 20' O.C. TYP. LEGEND STRUCTURE EXCAVATION STRUCTURE BACKFILL (SLURRY CEMENT) PERVIOUS BACKFILL MATERIAL OGFS 1' VARIES FS VARIES 1' LIMITS OF PAYMENT FOR EXCAVATION NO SCALE FG REMOVE AND INSTALL NEW SAFETY FENCE ON TOP OF (E) CHANNEL WALL SEE CIVIL PLANS BACK OF (E) CHANNEL WALL LIMITS OF PAYMENT FOR BACKFILL NO SCALE 2' GUTTER DRAINAGE DETAIL SCALE: 1"= 1-0" WALL DRAINAGE NOTES: 1. SEE CALTRANS STD B3-6 FOR MORE INFORMATION. 2. SPACED 40' O.C. - ENTIRE LENGTH OF GUTTER. 3. GUTTER PROFILE TO MATCH WALL PROFILE EXCEPT FROM STA 93+00 & 94+25 GUTTER PROFILE WILL SLOPE AT 1%. B3-6 S102 FA-2263 CF 92+25 "CL 2" LINE 765 770 780 765 770 780 0 20 92+50 "CL 2" LINE 765 770 780 765 770 780 0 20 92+75 "CL 2" LINE 765 770 780 765 770 780 0 20 93+00 "CL 2" LINE 765 770 780 765 770 780 0 20 93+25 "CL 2" LINE 765 770 780 765 770 780 0 20 92+00 "CL 2" LINE 765 770 780 765 770 780 0 20 =±769.14 =±770.64 PGPGPG PGPGPG 93+50 "CL 2" LINE 765 770 780 765 770 780 0 20 93+75 "CL 2" LINE 765 770 780 765 770 780 0 20 94+00 "CL 2" LINE 765 770 780 765 770 780 0 20 PGPGPG 617 W 7th Street, #1103 | Los Angeles, CA 90017 213-489-7443 | altago.com 90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION 80 SR 71 UNDERCROSSING TRAIL CROSS SECTIONS S102 FA-2263 CF (E) CHANNEL WALL, TYP. (E) BRIDGE FOOTING, TYP. (E) BRIDGE ABUTMENT, TYP. OG "CON. CL" LINE "CON. CL" LINE "CON. CL" LINE "CON. CL" LINE "CON. CL" LINE "CON. CL" LINE "CON. CL" LINE "CON. CL" LINE "CON. CL" LINE UNDERCROSSING TRAIL CROSS SECTIONS SCALE: 1"= 5-0" H&V 6' 6' TW TW 6' 6' TW TW 6' 6' TW TW 6' 6' TW TW 6' 6' TW TW 6' 6' TW TW 6' 6' TW TW 6' 6' TW TW 6' 6' TW TW TRD 27"
TRD 12"
TRD 10"
36" TRD
36" TRD

S SMH LID SAN JOSE CREEK CHANNEL

SS(ABAN)
10''SS
10''SS
10''SS
10''W 10''W 10''W 10''W 10''W 10''W 10''W
10''W
10''W
10''W 10''W 10''W 10''W SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) 8''SS 8''SS 8''SS 10''SS 10''SS 10''SS 10''SS

SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN) SS(ABAN)
8''SS
8''SS
8''SS
8''SS
8''SS
10''W
10''W
10''W
10''W
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
OH
869+00 870+00 871+00 872+00 873+00 874+00
91+00 92+00 93+00 94+00 95+00 96+00 100' (LACFCD) 130' (CALTRANS) 100' (LACFCD) 770 770
770 771 771
771
772
773
769
775
775

12.00'

BIKEWAY
"CON. CL" ℄

1.5%

PROPOSED RETAINING WALL

SEE STRUCTURAL SHEETS FOR DETAILS
4'-6"
EG
TW = 774.50
INV 8" OUT = 764.93
INV STRUC = 764.46
RIM = 768.93
36" TRD
10''W
10''W
10''W
10''W
10''W
10''W
OH
OH
OH
OH
OH
OH
94+00
769
775

DRAINAGE PLAN
SCALE 1" = 20'
20' 10' 0 20' 40'
HORIZ: 1" = 20'
617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 94 PVT ENG

PVT ENG
C. SEMLOW
C. SEMLOW

12.10.2024
D100
SR-71 UNDERCROSSING

DRAINAGE PLAN
FC-381 AA
SECTION VIEW: BIKEWAY INLET
SCALE: 1" = 4' 2

CONSTRUCT MODIFIED JUNCTION STRUCTURE
(SPPWC STANDARD PLAN 333-2) PER DETAIL 1/D101
INV = 764.46
STA 94+07.83 'CON. CL' 4.5' LT
INSTALL 24"X36" ADA-COMPLIANT DUCTILE IRON GRATED INLET AND CAST-IN-PLACE CATCH BASIN PER DETAIL 2/D101
RIM = 768.93
INV = 764.93
2 4' 2' 0 4' 8'
HORIZ: 1" = 4'

INSET A
SCALE: 1" = 4' 1
STA. 872+11.16 CL SAN JOSE CREEK
CHANNEL PER PROJECT NO. 207

CL SAN JOSE CREEK
CHANNEL, TYP.

CL "CON. CL"
PROPOSED SR-71 BIKEWAY UNDERCROSSING, TYP.

SEE STRUCTURAL SHEETS FOR GRADING

SEE INSET A,

THIS SHEET

EXISTING CHANNEL WALL

AND PERIMETER FENCE

CL PROPOSED GUTTER

SEE STRUCTURAL SHEETS FOR DETAILS

CONSTRUCT MODIFIED AUTOMATIC FLAP GATE (LA
COUNTY STANDARD PLAN 3061-2) PER DETAIL 3/D101
EX. RCP STORM DRAIN PER
CALTRANS 07-012414

LACFCD R/W

LACFCD R/W
G
G
ROUND EDGES, R = 3" TYP.

BACKFILL WITH 450-C-2000 (265-C-14) MIX CONCRETE, OR

COMPACT SOIL TO RELATIVE DENSITY REQUIRED BY
SPECIFICATIONS. BACKFILL MAY BE OMITTED IF STRUCTURE
IS LAID ON UNDISTURBED EARTH TO STORM DRAIN WALL.

UNDISTURBED EARTH
INV = 764.51
INV = 764.93 5.25" 24" 5.25"
8" FLAP GATE, SEE DETAIL 3 THIS SHEET

PROPOSED DI
#3 OR #4 @ 18" OC
#4 @ 6" OC

EXISTING CHANNEL WALL

REINFORCEMENT
2-#5 BARS @ 4" OC SEE NOTE 1
ROUND
EDGES
INV = 764.46
2-#5 BARS @ 4" OC SEE NOTE 1

SECTION Z-Z

CONSTRUCTION JOINT

REINFORCING

PER SECTION Z-Z
2'-6" 2'-6" MIN.6" 5.25"
#4 @ 6" OC
SPUR 24" 5.25"
Z Z

EXISTING CHANNEL WALL
REINFORCEMENT, SEE NOTE 2 2'-6" MIN 6"

CHANNEL CONSTRUCTION JOINT
#4 @ 18" OC
#4 @ 6" OC 5.25"

5.25" 24" 5.25" 5.25"
#4 @ 18" OC

SECTION G-G
PLAN

PROPOSED DI
#5
#5
#3 OR #4 @ 18" OC
A 12" 12"

BREAKOUT LINE

STATION POINT
A
STEPS

OPTIONAL SUBGRADE

FRAME AND GRATING
STEPS
GRATE
2'-1 1/2"

RETAINING WALL
1/4" R (TYP.)
6" 6"
C
L 6"
A 4'-0"2'-11 3/8" 6"
10"

RETAINING WALL

FINISH GRADE
STA 94+07.83

NON-SHRINK GROUT
8" FLAP GATE, SEE
DETAIL 3 THIS SHEET
617 W 7th Street, #1103 | Los Angeles, CA 90017
213-489-7443 | altago.com
90% PROGRESS SUBMITTAL - NOT FOR CONSTRUCTION
95 95 PVT ENG

PVT ENG
C. SEMLOW
C. SEMLOW

12.10.2024
D101
SR-71 UNDERCROSSING

DRAINAGE DETAILS
FC-381 AB

DRAIN INLET DETAIL
NTS 2
NOTES:

1. SEE SPPWC STANDARD PLAN 303-4 FOR CONSTRUCTION NOTES.

2. PROVIDE ADA FRAME AND GRATING PER SPPWC STANDARD PLAN 311.

3. PROVIDE STEEL STEPS PER SPPWC STANDARD PLAN 635.

WALL MOUNTED

FLAP GATE

WALL OF PROPOSED DI

FLAP GATE MOUNTED WITH

ANCHOR BOLTS PROVIDED BY

MANUFACTURER AND EPOXY

GROUTED IN PLACE
FLOW

EMBEDMENT PER

MANUFACTURER
NOTE:

FLAP GATE SHALL BE FLAT BACK AND MEET THE REQUIREMENTS OF THE ADDITIONAL PROVISIONS OF THE LA COUNTY "GRAY BOOK".

FLAP GATE DETAIL
NTS 3

JUNCTION STRUCTURE DETAIL
NTS 1
NOTES:

1. REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GRADE 40, (ASTM A 615M, GRADE 300), AND SHALL TERMINATE 1 1/2" CLEAR OF CONCRETE SURFACE UNLESS OTHERWISE SHOWN.

2. EXISTING CHANNEL WALL REINFORCEMENT SHALL BE CUT IN CENTER OF OPENING AND BENT INTO TOP AND BOTTOM OF JUNCTION STRUCTURE.

3. FLOOR OF STRUCTURE SHALL BE STEEL-TROWELED TO THE SPRING LINE.

As-built SR-71 Bridge Plans,
dated October 1972
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
ClibPDF - www.fastio.com
SR-71 Bridge Widening Plan

PRELIMINARY PLANS
Boring Logs Near SR-71 Bridge and
San Jose Creek Channel Intersection
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•
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No Corrections
AS BIJ~l ThiS Sheet
P. J. HIXSON CORt~ECT!ONS BY ----'-----
CONTRACT NO. 07,012414(503)

STATE OF CALIFORNIA

DEPARTMENT OF PUBLIC WORKS

DIVISION OF HIGHWAYS
",
. ".'
.. , ). ~
" . !
. i,
. ,
'.

I: .'
I
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SAN JOSE Fe. CHANNEL BRIDGE
: "
.. ,-
SCALE As Nored BRIOGE 53 -/:05/ FILE DRAWING
Boring Logs Near SR-71 Bridge and
San Jose Creek Channel Intersection
Ridgeway St and SR-71 Intersection

STRUCTURE DESIGN

DIVISION OF ENGINEERING SERVICES
X
0 1 2 3

DESIGN BRANCH

SHEET OF

STATE OF

CALIFORNIA

DEPARTMENT OF TRANSPORTATION
07-326204 X X
DATE PLOTTED => 30-JUN-2021
FILE => ridgeway street uc1of3.dgn
TIME PLOTTED => 16:38
USERNAME => s132428 6-28-21 6-29-21
BRIDGE No.

POST MILE
CONTRACT No.:

EARLIER REVISION DATESDISREGARD PRINTS BEARING

REVISION DATES
PROJECT NUMBER & PHASE:UNIT:

REDUCED PLANS

IN INCHES FOR

ORIGINAL SCALE

ENGINEERING SERVICES GEOTECHNICAL SERVICES
FUNCTIONAL SUPERVISOR: DRAWN BY:NAME: Christopher Harris CHECKED BY: Deepa Wathugala Shumei Jiang
NAME: Henry JonesFIELD INVESTIGATION BY:
(ENGLISH) (REVISION 12/13/2019)OGS CIVIL LOG OF TEST BORINGS SHEET R0.92
53-2052
07160001131
3650
NOTE:
during field investigation.Groundwater was not encountered BENCH MARKNAVD88E 6622697.07N 1846252.65BM #56198 Elev 798.17

TO CORONA

TO SAN DIMAS
LOG OF TEST BORINGS 1 OF 3

RIDGEWAY STREET UC

PROFILE
Vert: 1" = 10'
6-30-21
Tooraj Panah
9038
09-30-22
DDDD CCCC RRRR PPPP ???? ####

MM/DD/YYYY
(2010 Edition).Classification, and Presentation Manualwith the Caltrans Soil & Rock Logging,This LOTB sheet was prepared in accordance

STATE OF CALIFOR IA N
No.

Exp.

COUNTY ROUTE TOTAL PROJECT POST MILES No. SHEET SHEETS TOTAL DATE

PLANS APPROVAL DATE
COMPLETENESS OF SCANNED COPIES OF THIS PLAN SHEET.SHALL NOT BE RESPONSIBLE FOR THE ACCURACY ORTHE STATE OF CALIFORNIA OR ITS OFFICERS OR AGENTS Dist
P

ROFESSIONAL GEOLOG IS
T

CERTIFIED ENGINEERING GEOLOGIST

GEOLOGIST

ENGINEERING

CERTIFIED
Soil Legend, and A10H for Rock Legend.See 2018 Standard Plans A10F and A10G for

1.41.41.41.41.41.41.41.41.41.41.41.41.41.41.41.41.41.41.41.41.4 01-23-20 Terminated at Elev 690.5
ERi = 78%
UW
UW
UW
UWUW
UW
UW
UW
UW
UW
M
CR
M
CR
M
MM
M
M
CR
M
M
M
PA
PA
PA
PAPA
PA
PA
PA
PA
PA
PI
PI
PI
PI
PI
17 18
15 26
33 24
33 50/6
69 18
22 31
39 50/6
47 45
27 ASPHALT CONCRETE (6").SILTY SAND with GRAVEL (SM); medium dense; brown; dry; (FILL).-color changes to black.-clean white gravels.SILTY, CLAYEY SAND with GRAVEL (SC-SM); brown; moist; empty space; charcoal bits; (NATIVE).SANDY SILT (ML); medium dense; dark grayish brown; moist.Well-graded SAND with GRAVEL (SW).SANDY SILT (ML); dense; dark brown; dry.SILTY SAND (SM); very dense; dark brown; dry; white sand and gravel.SILTY SAND with GRAVEL (SM); dense; white; dry.Brown.SANDY SILT (ML); medium dense; grayish brown; dry.SILT with SAND (ML); medium dense; dark brown; dry. grayish brown.

SILTY SAND (SM); dense; brown; dry.Lean CLAY (CL); stiff; dark bluish gray; dry; PP= 1.5 tsf.SILTY SAND (SM); dense; brown; dry; No cuttings.SILTY SAND with GRAVEL (SM); white; dry; broken bits of coarse gravel; no cuttings.Well-graded SAND with SILT (SW-SM); dense; dry.CLAYEY SAND (SC); dense; dark gray; moist.Well-graded SAND with SILT (SW-SM); dense; gray; dry.CLAYEY SAND (SC); dense; brown; moist.SILTY SAND (SM).

A-20-001

REFREFREFREF
Station

BOREHOLE LOCATION TABLE
A-20-002
A-20-001
196+54.21
192+03.16

69.63 67.49
RtLt
8 E6623086.957
N1845940.223
791.0
193 194 195 196
N 68^03'05" W
12+24.52 RIDGEWAY St194+37.28 ROUTE 71
PLAN
1" = 40'
A-20-001
8 A-20-002
8 790780770760750740730720710700690
790780770760750740730720710700690
S
26^41'21"
E

HOLE ID
Offset (Ft)Rt/Lt

1.4 2.0

1.41.4 2.0

1.41.41.41.41.41.41.41.41.41.41.41.41.41.41.41.4 01-30-20 Terminated at Elev 701.5
ERi = 84%
UW
C
C
UW
UW
UWUWUW
UW
UW
MM
CR
M
M
CR
M
MM
CR
M
M
M
CR
PAPA
PA
PA
PA
PAPAPA
PA
PA
UU
UU
PI
PI
PI
PI
PIPIPI
11 17
11 12
11 6
12 1111
12 27
42 35
13 17
50/6
46 88
ASPHALT CONCRETE (6").SILTY, CLAYEY SAND with GRAVEL (SC-SM); medium dense; brown; dry; (FILL).no recovery.SANDY elastic SILT with GRAVEL (MH); medium dense; brown; dry.SILTY SAND with GRAVEL (SM); medium dense; brown; dry; Chattering.SILTY SAND (SM); medium dense; brown; dry.-chattering.-chattering.SILTY SAND (SM); loose; black; dry; (NATIVE).SANDY SILT (ML); medium dense; brown; dry.SILT with SAND (ML); medium dense; grayish brown; dry.Well-graded SAND (SW); medium dense; dry; white-light gray.SILT with SAND (ML); brown; dry.SILTY SAND (SM); dense; brown; moist.-chattering.SANDY elastic SILT (MH); very stiff; dark brown; moist; PP=3.5 tsf.SANDY lean CLAY (CL); very stiff; black; moist; PP=3.0 tsf.-chattering.SANDY lean CLAY with GRAVEL (CL); very stiff; gray; moist; PP=3.0 tsf.-chattering.SANDY lean CLAY (CL); stiff; black; moist; PP=1.5 tsf.Well-graded SAND with GRAVEL (SW); very dense; gray; dry.-chattering.Elastic SILT (MH).Well-graded SAND with SILT and GRAVEL (SW-SM); dense; moist; gray-reddish brown.-chattering.SILTY SAND (SM); very dense; moist; few GRAVEL ; gray-reddish brown.Well-graded SAND with SILT and GRAVEL (SW-SM); very dense; gray; dry; few GRAVEL.

PP
REF
A-20-002
E6622720.800
N1846237.173
798.0
8 "LOG OF TEST BORINGS 1 OF 3"

FOR PLAN VIEW, SEE

STRUCTURE DESIGN

DIVISION OF ENGINEERING SERVICES
X
0 1 2 3

DESIGN BRANCH

SHEET OF

STATE OF

CALIFORNIA

DEPARTMENT OF TRANSPORTATION
07-326204 X X
DATE PLOTTED => 30-JUN-2021
FILE => ridgeway street uc2of3.dgn
TIME PLOTTED => 16:38
USERNAME => s132428 6-28-21 6-30-21
BRIDGE No.

POST MILE
CONTRACT No.:

EARLIER REVISION DATESDISREGARD PRINTS BEARING

REVISION DATES
PROJECT NUMBER & PHASE:UNIT:

REDUCED PLANS

IN INCHES FOR

ORIGINAL SCALE

RIDGEWAY STREET UC

PROFILE
Vert: 1" = 10'
Tooraj Panah
9038
09-30-22
DDDD CCCC RRRR PPPP ???? ####

MM/DD/YYYY
(2010 Edition).Classification, and Presentation Manualwith the Caltrans Soil & Rock Logging,This LOTB sheet was prepared in accordance

STATE OF CALIFOR IA N
No.

Exp.

COUNTY ROUTE TOTAL PROJECT POST MILES No. SHEET SHEETS TOTAL DATE

PLANS APPROVAL DATE
COMPLETENESS OF SCANNED COPIES OF THIS PLAN SHEET.SHALL NOT BE RESPONSIBLE FOR THE ACCURACY ORTHE STATE OF CALIFORNIA OR ITS OFFICERS OR AGENTS Dist
P

ROFESSIONAL GEOLOG IS
T

CERTIFIED ENGINEERING GEOLOGIST

GEOLOGIST

ENGINEERING

CERTIFIED
Soil Legend, and A10H for Rock Legend.See 2018 Standard Plans A10F and A10G for 790780770760750740730720710700
790780770760750740730720710700
800 800
6-30-21
6-30-21

DIVISION OF ENGINEERING SERVICES - GEOTECHNICAL SERVICES AS-BUILT VERT DATUM: CONVERSION:

DIST. COUNTY ROUTE POST MILE-TOTAL PROJECT No. Sheet Sheets Total DATE
CONTRACT No. BRIDGE No.

Sheet of
UNIT: 3650
PROJ. No. & PHASE:

STRUCTURE MAINTENANCE AND INVESTIGATIONS, SACRAMENTO, CALIFORNIANOTE: A COPY OF THIS LOG OF TEST BORINGS IS AVAILABLE AT OFFICE OF or other interested party.is available and presented only for the convenience of any bidder, contractor validity of the information contained in the original document. This drawing accurate copy of the original document. It does not attest to the accuracy or and registration certificate expiration date confirm that this is a true and As such, the State of California registration seal with signature, license number As-Built Log of Test Borings sheet is considered an informational document only.

CERTIFIED ENGINEERING GEOLOGIST
07 LA 71

RIDGEWAY STREET UC
LOG OF TEST BORINGS 3 OF 3
07160001131 07-326204 53-2052
X
Tooraj Panah
9038
09-30-22

STATE OF CALIFOR IA N
No.

Exp.

ROFESSIONAL GEOLOG IS
T

GEOLOGIST

ENGINEERING

CERTIFIED
1 2
3 4
5 6
At 5' a Bulk Sample was collected.

At 20' a Bulk Sample was collected.
16 8
9 6
7 11
5 5
10 11
16 10
10 14
19 ASPHALT CONCRETE (0.5).

SILTY SAND with GRAVEL (SM); medium dense;
brown; dry; (FILL).

Color changes to black.

Clean white gravels.

SILTY, CLAYEY SAND with GRAVEL (SC-SM); brown;
moist; empty space; charcoal bits.

DRILLING CONTRACTOR
Caltrans
HAMMER EFFICIENCY, ERi
78%

SAMPLER TYPE(S) AND SIZE(S) (ID)
SPT, Bulk

TOTAL DEPTH OF BORING
100.5 ft

BOREHOLE DIAMETER
8 in

DURING DRILLING AFTER DRILLING (DATE)
Not encountered.

SURFACE ELEVATION
791.0 ft

DRILLING METHOD
Hollow-Stem Auger

DRILL RIG
Acker AD2

SPT HAMMER TYPE
Automatic

BOREHOLE BACKFILL AND COMPLETION
Cement Grout

GROUNDWATER

READINGS

BEGIN DATE
1-21-20

COMPLETION DATE
1-23-20

LOGGED BY
Henry Jones
BOREHOLE LOCATION (Lat/Long or North/East and Datum)
34° 3' 53" / 117° 47' 50"

HOLE ID
A-20-001
BOREHOLE LOCATION (Offset, Station, Line)
.
(continued)
SHEET
1 of 4
Sample NumberRQD (%) Moisture Content (%)
Remarks
ELEVATION (ft)
Blows per 6 in.
789.00
787.00
785.00
783.00
781.00
779.00
777.00
775.00
773.00
771.00
769.00
767.00
DEPTH (ft)
Sample LocationDry Unit Weight(pcf)

DESCRIPTION
Recovery (%)Drilling MethodCasing Depth

PREPARED BY
D. Wathugala

PROJECT OR BRIDGE NAME
Ridgeway Street UC @ SR71

BRIDGE NUMBER
53-2052
Department of Transportation
Division of Engineering Services
Geotechnical Services
Office of Geotechnical Design - South 1

REPORT TITLE

BORING RECORD
DIST.
07 Blows per footShear Strength(tsf)
COUNTY
LA
ROUTE
71 POSTMILE

0.9/0.9
DATE
5-21-20 Material Graphics

PROJECT ID
0716000113

HOLE ID
A-20-001
5 BR - STANDARD A-20-001.GPJ CALTRANS LIBRARY (FEB 2013).GLB 5/26/20 17 18
15 26
33 0
1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 7
8 9
10 11
12 At 50' a Bulk Sample was collected.
5 -
-
6 9
15 12
17 16
48 50
-
26 44
25 4
8 10
SILTY, CLAYEY SAND with GRAVEL (SC-SM)
(continued).

SANDY SILT (ML); medium dense; dark grayish brown;
moist.

Well-graded SAND with GRAVEL (SW).

SANDY SILT (ML); dense; dark brown; dry.

SILTY SAND (SM); very dense; dark brown; dry; white
sand and gravel.

SILTY SAND with GRAVEL (SM); dense; white; dry.

Brown.

SANDY SILT (ML); medium dense; grayish brown; dry.

SILT with SAND (ML); medium dense; dark brown; dry.
(continued)
SHEET
2 of 4
Sample NumberRQD (%) Moisture Content (%)
Remarks
ELEVATION (ft)
Blows per 6 in.
765.00
763.00
761.00
759.00
757.00
755.00
753.00
751.00
749.00
747.00
745.00
743.00
741.00
739.00
737.00
DEPTH (ft)
Sample LocationDry Unit Weight(pcf)

DESCRIPTION
Recovery (%)Drilling MethodCasing Depth

PREPARED BY
D. Wathugala

PROJECT OR BRIDGE NAME
Ridgeway Street UC @ SR71

BRIDGE NUMBER
53-2052
Department of Transportation
Division of Engineering Services
Geotechnical Services
Office of Geotechnical Design - South 1

REPORT TITLE

BORING RECORD
DIST.
07 Blows per footShear Strength(tsf)
COUNTY
LA
ROUTE
71 POSTMILE

0.9/0.9
DATE
5-21-20 Material Graphics

PROJECT ID
0716000113

HOLE ID
A-20-001
5 BR - STANDARD A-20-001.GPJ CALTRANS LIBRARY (FEB 2013).GLB 5/26/20 24 33
-50
69 18
22 25
26 27
28 29
30 31
32 33
34 35
36 37
38 39
40 41
42 43
44 45
46 47
48 49
50 51
52 53
54 55
13 14
15 16
17 18
No cuttings
No cuttings
6 10
12 11
17 14
10 19
20 50
-
-
50 -
-
50 -
-
Grayish brown.

SILT with SAND (ML) (continued).

SILTY SAND (SM); dense; brown; dry.

Lean CLAY (CL); stiff; dark bluish gray; dry; pp= 1.5 tsf.

SILTY SAND (SM); dense; brown; dry.

SILTY SAND with GRAVEL (SM); white; dry; broken
bits of coarse gravel; no cuttings.
(continued)
SHEET
3 of 4
Sample NumberRQD (%) Moisture Content (%)
Remarks
ELEVATION (ft)
Blows per 6 in.
735.00
733.00
731.00
729.00
727.00
725.00
723.00
721.00
719.00
717.00
715.00
713.00
711.00
709.00
707.00
DEPTH (ft)
Sample LocationDry Unit Weight(pcf)

DESCRIPTION
Recovery (%)Drilling MethodCasing Depth

PREPARED BY
D. Wathugala

PROJECT OR BRIDGE NAME
Ridgeway Street UC @ SR71

BRIDGE NUMBER
53-2052
Department of Transportation
Division of Engineering Services
Geotechnical Services
Office of Geotechnical Design - South 1

REPORT TITLE

BORING RECORD
DIST.
07 Blows per footShear Strength(tsf)
COUNTY
LA
ROUTE
71 POSTMILE

0.9/0.9
DATE
5-21-20 Material Graphics

PROJECT ID
0716000113

HOLE ID
A-20-001
5 BR - STANDARD A-20-001.GPJ CALTRANS LIBRARY (FEB 2013).GLB 5/26/20 31 39
-50
55 56
57 58
59 60
61 62
63 64
65 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 84
85 19
20 21
40 50
-
22 23
24 24
27 18
15 12
15 SILTY SAND with GRAVEL (SM) (continued).

Well-graded SAND with SILT (SW-SM); dense; dry.

CLAYEY SAND (SC); dense; dark gray; moist.

Well-graded SAND with SILT (SW-SM); dense; gray;
dry.

CLAYEY SAND (SC); dense; brown; moist.

SILTY SAND (SM).

Bottom of borehole at 100.5 ft bgs
This Boring Record was developed in accordance with
the Caltrans Soil & Rock Logging, Classification, and
Presentation Manual (2010) except as noted on the Soil
or Rock Legend or below.

SHEET
4 of 4
Sample NumberRQD (%) Moisture Content (%)
Remarks
ELEVATION (ft)
Blows per 6 in.
705.00
703.00
701.00
699.00
697.00
695.00
693.00
691.00
689.00
687.00
685.00
683.00
681.00
679.00
677.00
DEPTH (ft)
Sample LocationDry Unit Weight(pcf)

DESCRIPTION
Recovery (%)Drilling MethodCasing Depth

PREPARED BY
D. Wathugala

PROJECT OR BRIDGE NAME
Ridgeway Street UC @ SR71

BRIDGE NUMBER
53-2052
Department of Transportation
Division of Engineering Services
Geotechnical Services
Office of Geotechnical Design - South 1

REPORT TITLE

BORING RECORD
DIST.
07 Blows per footShear Strength(tsf)
COUNTY
LA
ROUTE
71 POSTMILE

0.9/0.9
DATE
5-21-20 Material Graphics

PROJECT ID
0716000113

HOLE ID
A-20-001
5 BR - STANDARD A-20-001.GPJ CALTRANS LIBRARY (FEB 2013).GLB 5/26/20 47 45
27 85
86 87
88 89
90 91
92 93
94 95
96 97
98 99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
1 2
3 4
At 2' no recovery.

At 6.5' Sandy Elastic SILT with
GRAVEL in MCAL sample.

At 8' a Bulk Sample was collected.

At 16.5' chattering.

Chattering.

At 23' a Bulk Sample was collected.
9 7
4 5
8 9
5 6
5 5
5 7
ASPHALT CONCRETE (0.5).

SILTY, CLAYEY SAND with GRAVEL (SC-SM);
medium dense; brown; dry; (FILL).

SILTY, CLAYEY SAND with GRAVEL (SC-SM); brown;
moist.

DRILLING CONTRACTOR
Caltrans
HAMMER EFFICIENCY, ERi
84%

SAMPLER TYPE(S) AND SIZE(S) (ID)
SPT, Brass, Bulk

TOTAL DEPTH OF BORING

96.5 ft

BOREHOLE DIAMETER
8 in

DURING DRILLING AFTER DRILLING (DATE)
Not encountered.

SURFACE ELEVATION

DRILLING METHOD
Hollow-Stem Auger

DRILL RIG
Dietrich 25

SPT HAMMER TYPE
Automatic

BOREHOLE BACKFILL AND COMPLETION
Cement Grout

GROUNDWATER

READINGS

BEGIN DATE
1-28-20

COMPLETION DATE
1-30-20

LOGGED BY
Henry Jones
BOREHOLE LOCATION (Lat/Long or North/East and Datum)
34° 3' 55" / 117° 47' 54"

HOLE ID
A-20-002
BOREHOLE LOCATION (Offset, Station, Line)
.
(continued)
SHEET
1 of 4
Sample NumberRQD (%) Moisture Content (%)
Remarks
ELEVATION (ft)DEPTH (ft)
Sample LocationBlows per 6 in.Dry Unit Weight(pcf)

DESCRIPTION
Recovery (%)Drilling MethodCasing Depth

PREPARED BY
D. Wathugala

PROJECT OR BRIDGE NAME
Ridgeway Street UC @ SR71

BRIDGE NUMBER
53-2052
Department of Transportation
Division of Engineering Services
Geotechnical Services
Office of Geotechnical Design - South 1

REPORT TITLE

BORING RECORD
DIST.
07 Blows per footShear Strength(tsf)
COUNTY
LA
ROUTE
71 POSTMILE

0.9/0.9
DATE
5-22-20 Material Graphics

PROJECT ID
0716000113

HOLE ID
A-20-002
5 BR - STANDARD A-20-002_6.GPJ CALTRANS LIBRARY (FEB 2013).GLB 5/22/20 11 17
11 12
0 1
2 3
4 5
6 7
8 9
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
5 6
7 8
9 10
Chattering.

At 42' a Bulk Sample was collected.
5 4
7 3
3 3
4 5
7 5
5 6
3 5
6 8
6 6
SILTY, CLAYEY SAND with GRAVEL (SC-SM)
(continued).

SILTY SAND (SM); loose; black; dry.

SANDY SILT (ML); medium dense; brown; dry.

SILT with SAND (ML); medium dense; grayish brown;
dry.
(continued)
SHEET
2 of 4
Sample NumberRQD (%) Moisture Content (%)
Remarks
ELEVATION (ft)DEPTH (ft)
Sample LocationBlows per 6 in.Dry Unit Weight(pcf)

DESCRIPTION
Recovery (%)Drilling MethodCasing Depth

PREPARED BY
D. Wathugala

PROJECT OR BRIDGE NAME
Ridgeway Street UC @ SR71

BRIDGE NUMBER
53-2052
Department of Transportation
Division of Engineering Services
Geotechnical Services
Office of Geotechnical Design - South 1

REPORT TITLE

BORING RECORD
DIST.
07 Blows per footShear Strength(tsf)
COUNTY
LA
ROUTE
71 POSTMILE

0.9/0.9
DATE
5-22-20 Material Graphics

PROJECT ID
0716000113

HOLE ID
A-20-002
5 BR - STANDARD A-20-002_6.GPJ CALTRANS LIBRARY (FEB 2013).GLB 5/22/20 11 6
12 11
11 12
25 26
27 28
29 30
31 32
33 34
35 36
37 38
39 40
41 42
43 44
45 46
47 48
49 50
51 52
53 54
55 11
12 13
14 15
16 At 62' a Bulk Sample was collected.

Chattering.

At 82' a Bulk Sample was collected.

Chattering.
7 12
15 12
19 23
9 15
20 5
5 8
5 6
11 30
50 -
Well-graded SAND (SW); medium dense; dry;
white-light gray.

SILT with SAND (ML); brown; dry.

SILTY SAND (SM); dense; brown; moist.

SANDY elastic SILT (MH); very stiff; dark brown; moist; pp=3.5 tsf.

SANDY lean CLAY (CL); very stiff; black; moist; pp=3.0
tsf.

SANDY lean CLAY with GRAVEL (CL); very stiff; gray;
moist; pp=3.0 tsf.

SANDY lean CLAY (CL); stiff; black; moist; pp=1.5 tsf.

Well-graded SAND with GRAVEL (SW); very dense;
gray; dry.

Elastic SILT (MH).
(continued)
SHEET
3 of 4
Sample NumberRQD (%) Moisture Content (%)
Remarks
ELEVATION (ft)DEPTH (ft)
Sample LocationBlows per 6 in.Dry Unit Weight(pcf)

DESCRIPTION
Recovery (%)Drilling MethodCasing Depth

PREPARED BY
D. Wathugala

PROJECT OR BRIDGE NAME
Ridgeway Street UC @ SR71

BRIDGE NUMBER
53-2052
Department of Transportation
Division of Engineering Services
Geotechnical Services
Office of Geotechnical Design - South 1

REPORT TITLE

BORING RECORD
DIST.
07 Blows per footShear Strength(tsf)
COUNTY
LA
ROUTE
71 POSTMILE

0.9/0.9
DATE
5-22-20 Material Graphics

PROJECT ID
0716000113

HOLE ID
A-20-002
5 BR - STANDARD A-20-002_6.GPJ CALTRANS LIBRARY (FEB 2013).GLB 5/22/20 27 42
35 13
17 -50
55 56
57 58
59 60
61 62
63 64
65 66
67 68
69 70
71 72
73 74
75 76
77 78
79 80
81 82
83 84
85 17
18 19
Chattering.

1.5" GRAVEL at tip.
1" GRAVEL at top.

Could not advance the auger.
8 11
35 50
-
-
17 41
47 Well-graded SAND with SILT and GRAVEL (SW-SM);
dense; moist; gray-reddish brown.

SILTY SAND (SM); very dense; moist; few GRAVEL ;
gray-reddish brown.

Well-graded SAND with SILT and GRAVEL (SW-SM);
very dense; gray; dry; few GRAVEL.

Bottom of borehole at 96.5 ft bgs
This Boring Record was developed in accordance with
the Caltrans Soil & Rock Logging, Classification, and
Presentation Manual (2010) except as noted on the Soil
or Rock Legend or below.

SHEET
4 of 4
Sample NumberRQD (%) Moisture Content (%)
Remarks
ELEVATION (ft)DEPTH (ft)
Sample LocationBlows per 6 in.Dry Unit Weight(pcf)

DESCRIPTION
Recovery (%)Drilling MethodCasing Depth

PREPARED BY
D. Wathugala

PROJECT OR BRIDGE NAME
Ridgeway Street UC @ SR71

BRIDGE NUMBER
53-2052
Department of Transportation
Division of Engineering Services
Geotechnical Services
Office of Geotechnical Design - South 1

REPORT TITLE

BORING RECORD
DIST.
07 Blows per footShear Strength(tsf)
COUNTY
LA
ROUTE
71 POSTMILE

0.9/0.9
DATE
5-22-20 Material Graphics

PROJECT ID
0716000113

HOLE ID
A-20-002
5 BR - STANDARD A-20-002_6.GPJ CALTRANS LIBRARY (FEB 2013).GLB 5/22/20 46 88
85 86
87 88
89 90
91 92
93 94
95 96
97 98
99 100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
SC1303/SC1303/SJC Bikeway Geotechnical Report_FINAL 6/12/2025 APPENDIX B – Geophysical Survey
Report
SubSurface Surveys
& A s s o c i a t e s , I n c . An Applied Geophysical Company 2075 Corte Del Nogal, Suite W
Carlsbad, CA 92011
Office: (760) 476-0492
Fax: (760) 476-0493
Subsurface Surveys & Associates, Inc. www.subsurfacesurveys.com [email protected] March 20, 2024
Project/Invoice No. 24-147
Geosyntec
3530 Hyland Ave, Suite 100
Costa Mesa, California
Attn: Brian Gin
Re: Geophysical Investigation Report, 690 Ridgeway Street & Laurel Avenue, Pomona, CA This report is to present the results of our geophysical survey carried out at 690 Ridgeway Street & Laurel Avenue, Pomona, CA (Figure 1). The survey was performed on March 15, 2024, and its purpose was to detect and delineate, insofar as possible, all pipes, conduits, utilities, and other underground drilling obstructions in the immediate vicinity of two (2) proposed boreholes and one alternate drilling location.

A combination of electromagnetic induction (EM), magnetometry, ground penetrating radar (GPR), and utility locators with line tracing capabilities were brought to the field in anticipation of use.

FIGURE 1. Site location map.
2 Survey Design – The locations of the proposed boreholes were indicated in the field by the client.

For this particular site and for all survey objectives the best use of time was achieved by systematically freetraversing with the instruments while simply monitoring them manually, continuously, and in real-time to determine which responses were significant and due to true subsurface targets, and which were due to other non-target or above-ground features and must be ignored (examples being false GPR anomalies from uneven surfaces). In these situations, the free-traversing method is advantageous in that it allows for relatively quick detection of true anomalous objects which, in turn, facilitates the opportunity to immediately reinvestigate them further for clarification and confirmation. In this manner, the EM device, magnetic gradiometer, and GPR were traversed systematically over and around each borehole in multiple, organized directions. Additional traverses were always taken for detailing and confirmation where anomalous conditions were found.

In addition, the line tracers were used to impress signals onto pipes, generally through accessible risers and tracer wires when present, to delineate the lines’ locations and orientations. The instruments were also used in passive mode, configured to detect 60 Hz electrical signals and other common radio-frequency signals found in active electrical and communication lines.

A Fischer TW-6 M-Scope was used for the EM sampling. A Sensors & Software Noggin Ground Penetrating Radar unit with a 500 MHz antenna produced the radar images. The magnetic gradiometer was a Schonstedt GA-52, and a RD 8200 and RIDGID SR-60 SeekTech utility locator rounded out the tools applied.

Brief Description of the Geophysical Methods Applied – The TW-6 M-Scope device energizes the ground by producing an alternating primary magnetic field with AC current in a transmitting coil. If conducting materials are within the area of influence of the primary field, AC eddy currents are induced to flow in the conductors. A receiving coil senses the secondary magnetic field produced by these eddy currents, and outputs the response as anomalous conditions. The strength of the secondary field is a function of the conductivity of the object; say a pipe, tank or cluster of drums, its size, and its depth and position relative to the instrument's two coils. Conductive objects, to a depth of approximately 7 feet below ground surface (bgs) for the M-Scope are sensed. The device is also somewhat focused; that is, it is more sensitive to conductors below the instrument than they are to conductors off to the side.

The magnetic gradiometer has two flux gate magnetic fixed sensors that are passed closely to and over the ground. When not in close proximity to a magnetic object, that is, only in the earth's field, the instrument emits a sound signal at a low frequency. When the instrument passes over a buried iron or steel object, so that locally there is a high magnetic gradient, the frequency of the emitted sound increases. The frequency is a function of the gradient between the two sensors.

The GPR instrument beams energy into the ground from its transducer/antenna, in the form of electromagnetic waves. A portion of this energy is reflected back to the antenna at a boundary in the subsurface across which there is an electrical contrast. The instrument produces a continuous record of the reflected energy as the antenna is traversed across the ground surface. The greater the electrical contrast, the higher the amplitude of the returned energy. The radar wave travels at a velocity unique to the material properties of the ground being investigated, and when these velocities are known, the two-way travel times can be converted to depth. The depth of penetration and image resolution produced are a function of ground electrical conductivity and dielectric constant.
3 The line locator is used to passively detect energized high voltage electric lines and electrical conduit (50- 60 Hz), VLF signals (14-22 kHz), as well as to actively trace other utilities. Where risers are present, the utility locator transmitter can be connected directly to the object, and a signal (9.8-82 kHz) is sent traveling along the conductor, pipe, conduit, etc. In the absence of a riser, the transmitter can be used to impress an input signal on the utility by induction. In either case, the receiver unit is tuned to the input signal, and is used to actively trace the signal along the pipe’s surface projection.

Interpretation and Conclusions – The interpretation took place in real time as the survey progressed, and accordingly, the findings of our investigation were marked on the ground cover at the site with spray paint, were reported directly to the client’s representative, and are further documented with site photographs of the borehole locations (Figures 2-3). Note that the borehole locations in each photograph are labeled according to Geosyntec’s numbering scheme and are presented in alphanumeric order.

Items detected within the survey areas were marked in coordinated standard colors including red for electric, green for sewer or storm drain, blue for water, yellow for natural gas, and white for utilities of unknown type. At the conclusion of the survey, the boreholes were positioned in order to provide adequate clearance from detected obstructions. In their final locations, they were marked in white with a yellow “SSS”, to indicate that they had been checked by company personnel.

General Limitations, Cautions, and Further Recommendations - It should be understood that nearly all work sites possess conditions or configurations limiting the effectiveness of both geophysical instruments and the surveying techniques in which they are deployed. Additionally, when such is not performing optimally it can often times occur unknowing to the instrument operator. Consequently, the detection of buried objects in all circumstances cannot be guaranteed. Such geophysical limitations are numerous and difficult to predict beforehand, but may include such things as rebar-reinforced ground cover or aboveground metallic structures interfering with metal detection, abrupt changes in ground cover type disrupting radar signal, aboveground obstacles preventing full instrument traverses or restricting traverses to one direction only, nearby powerlines or EM transmitters interfering with instrument electronics, highly conductive background soil conditions limiting GPR penetration, non-metallic targets with geo-electrical properties similar to soil, nearby buried objects shielding true targets from detection, tracing signal jumping from the target pipe to nearby non-target conduits, and inaccessible risers, cleanouts, valve boxes, and manholes. If one or more geophysical instrument is rendered ineffective and cannot be utilized, the quality of the survey can be somewhat degraded.

For the above reasons, and in the interest of maximum safety, we encourage our clients to take advantage of Underground Service Alert (USA), Dig Alert, or other similar services, when possible. Furthermore, we recommend hand-auguring and the use of a drilling method known as air knifing or vacuum extraction, when feasible or if applicable to this project. These methods may significantly limit damage to underground pipes, conduits, and utilities that might not have been detectable during this survey. Please bear in mind, that geophysical surveying is only one of several levels of protection that is available to our clients.

SubSurface Surveys may include maps in some reports. While they are an accurate general representation of the site and our findings, they are not of engineering quality (i.e., measured and mapped by a licensed land surveyor).

SubSurface Surveys and Associates makes no guarantee either expressed or implied regarding the accuracy 4 of the findings and interpretations present. And, in no event will SubSurface Surveys and Associates be liable for any direct, indirect, special, incidental, or consequential damages resulting from interpretations and opinions presented herewith.

All data generated on this project are in confidential file in this office and are available for review by authorized persons at any time. The opportunity to participate in this investigation is very much appreciated. Please call, if there are questions.

William Donnelly Travis Crosby
Staff Geophysicist, SubSurface Surveys Senior Geophysicist, SubSurface Surveys CA State Geophysics Registration GP1044
Figure 2 Figure 3
TITLE:

SSS PROJECT NO:
24-147
690 Ridgeway Street & Laurel Avenue March 15, 2024
Pomona, CA
SITE: SURVEY DATE:

PREPARED FOR:

Geosyntec
Borehole Photographs
No Photo No Photo
No Photo No Photo
B-2A
B-1A
B-1
SC1303/02/SC1303/SJC Bikeway Geotechnical Report_FINAL 6/12/2025 APPENDIX C – Boring Logs
KEY/SYMBOLS 01/04

HIGHLY ORGANIC SOILS PT
NOTE: DUAL SYMBOLS USED FOR BORDERLINE CLASSIFICATIONS

UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART
COARSE

GRAINED
SOILS

MORE THAN
50% OF MATERIAL COARSER
THAN NO. 200

SIEVE SIZE

MAJOR DIVISIONS SYMBOLS DESCRIPTIONS
GRAVEL
AND

GRAVELLY
SOILS

MORE THAN
50% OF
COARSE

FRACTION

RETAINED ON
NO.4 SIEVE
SAND
AND
AND
CLAYS

LIQUID LIMIT
LESS THAN 50

LIQUID LIMIT

GREATER
THAN 50
ML
CL
OL
MH
CH
OH
SANDY
SOILS

MORE THAN
50% OF
COARSE

FRACTION
PASSING NO.4
SIEVE
CLEAN

GRAVELS

LITTLE OR NO
FINES

GRAVELS

WITH FINES

APPRECIABLE

AMOUNT OF
FINES
SANDS
CLEAN

LITTLE OR NO
FINES
SANDS
GW
GP
GM
GC
SW
SM
SP

WELL-GRADED GRAVELS,

GRAVEL-SAND MIXTURES,

LITTLE OR NO FINES

POORLY GRADED GRAVELS,

GRAVEL-SAND MIXTURES,

LITTLE OR NO FINES
SILTY GRAVELS, GRAVELSAND-SILT MIXTURES

CLAYEY GRAVELS, GRAVEL
-SAND-CLAY MIXTURES

WELL GRADED SANDS,

GRAVELLY SANDS, LITTLE OR

NO FINES

POORLY GRADED SANDS,

GRAVELLY SANDS, LITTLE OR

NO FINES

SILTY SANDS, SAND-SILT

MIXTURES WITH FINES

APPRECIABLE

AMOUNT OF
FINES

SC CLAYEY SANDS, SAND-CLAY

MIXTURES
FINE

GRAINED
SOILS

MORE THAN
50% OF MATERIAL FINER THAN
NO. 200

SIEVE SIZE
SILTS
AND
CLAYS
SILTS

PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENT

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC
SILTS

INORGANIC CLAYS OF HIGH

PLASTICITY, FAT CLAYS

INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS

FINE SANDY OR SILTY SOILS, ELASTIC SILT

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

INORGANIC SILTS AND VERY FINE SANDS, ROCK

FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

CONSISTENCY UNCONFINED COMPRESSIVE

STRENGTH (TONS/SQ FT)
FINE

GRAINED
SOILS
0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
31 - 50
>50

VERY SOFT
SOFT
FIRM
STIFF

VERY STIFF
HARD

VERY HARD
<0.25

0.25 - 0.50

0.50 - 1.00

1.00 - 2.00

2.00 - 4.00
>4.00
COARSE

GRAINED
SOILS

RELATIVE

DENSITY
0 - 4
5 - 10
11 - 30
31 - 50
>50

VERY LOOSE
LOOSE

MEDIUM DENSE
DENSE

VERY DENSE
EMPIRICAL CORRELATIONS WITH STANDARD PENETRATION RESISTANCE N60 VALUES * N60 VALUE *
(BLOWS/FT)
N60 VALUE *
(BLOWS/FT)
* ASTM D 1586; NUMBER OF BLOWS OF 140 POUND HAMMER FALLING 30 INCHES TO DRIVE A 2 IN. O.D., 1.4 IN. I.D. SAMPLER ONE FOOT, CORRECTED FOR HAMMER EFFICIENCY.

PLASTICITY CHART
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
LIQUID LIMIT (LL) (%)
"U" LINE CH or OH
CL or OL
"A" LINE
MH or OH
PI=0.73(LL-20)
ML or OL CL-ML
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 16 100 01-KEY/SYMBOLS SC1303 SJC MULTI-USE BIKEWAY.GPJ GEOSNTEC.GDT 05/18/24

PARTICLE SIZE IDENTIFICATION
USCS (SOILS ONLY) * SEDIMENTARY (ROCK ONLY)

BOULDER
COBBLE
GRAVEL: COARSE
GRAVEL: FINE
SAND: COARSE
SAND: MEDIUM
SAND: FINE

SILT/CLAY
>300 mm
75 - 300 mm
20 - 75 mm

4.75 - 20 mm
2 - 4.75 mm

0.42 - 2 mm

0.074 - 0.42 mm
<0.074 mm

BOULDER
COBBLE
PEBBLE

GRANULE
SAND: V. COARSE
SAND: COARSE
SAND: MEDIUM
SAND: FINE
SAND: V. FINE
SILT
CLAY
>256 mm
64 - 256 mm
4 - 64 mm
2 - 4 mm
1 - 2 mm

0.5 - 1 mm

0.25 - 0.5 mm

0.125 - 0.25 mm

0.063 - 0.125 mm

0.004 - 0.063 mm
<0.004 mm
* POORLY GRADED - PREDOMINANTLY ONE GRAIN SIZE, OR HAVING A RANGE OF SIZES WITH SOME INTERMEDIATE SIZES MISSING * WELL GRADED - HAVING WIDE RANGE OF GRAIN SIZES AND APPRECIABLE AMOUNTS OF ALL INTERMEDIATE PARTICLE SIZES

PERCENTAGE OF PARTICLE TYPE IN DECREASING ORDER OF PARTICLE SIZE (GRAVEL,SAND,FINES), BASED ON VISUAL OBSERVATION

WELL SYMBOLS

BENTONITE SEAL

CONCRETE
GROUT

TRANSITION
SAND

SAND PACK

CENTRALIZER

NATIVE/SLUFF

GRAVEL PACK
MSL: Mean Sea Level
Pump Inlet

SAMPLE TYPE AND OTHER SYMBOLS
Static Water Level
Water Level at Time
Drilling, or as Shown
HSA: Hollow Stem Auger
BTOC: Below Top of
Casing
BGS: Below Ground
Surface
AGS: Above Ground
Surface

MODIFIED CALIFORNIA
SAMPLE

CORE SAMPLE

BULK SAMPLE

DRIVE SAMPLE

STANDARD

PENETRATION TEST

SHELBY TUBE
Loss of Drilling Fluid

PROJECT NUMBER

PROJECT LOCATION

PROJECT
GS FORM:

Pomona, CA

KEY SHEET - CLASSIFICATIONS AND SYMBOLS
San Jose Creek Multi-Use Bikeway
SC1303

OTHER MATERIAL SYMBOLS
Conglomerate
Clayey Sandstone
Sandy Siltstone
Siltstone
Clayey Siltstone/
Silty Claystone
Sandstone
Silty Sandstone
Claystone
Sandy Claystone
Metamorphic
Limestone
Dolomite
Glacial Till
Granitic/Intrusive
Volcanic/Extrusive
Landslide Debris
Artificial Fill
Concrete/Asphalt
Marker Bed
Refuse
3530 Hyland Ave
Suite 100
Costa Mesa, CA 92626
Tel: (714) 969-0800
Fax: (714) 969-0820
105.3

96.5 19.9

24.7 68.0

76.1 20
25 6" Concrete
Fill:Silty SAND (SM): reddish brown; moist; fine to
medium grained sand; medium dense; with gravel.
1" dia. piece of concrete.
1" dia piece of asphalt.
2 1/2" greyish rock piece in rings.

Native:Sandy Silty CLAY (CL-ML): greyish brown;
moist; fine grained sand; firm; with gravel.

Trace gravel.

No gravel
SILT with sand (ML): light brown; moist; low plasticity; firm; with silt seams.
7 8
27 33
9:38
10:10
Piece of concrete blocking hand
augur, advanced HSA with
concrete bit slowly.

Had to use crowbar in upper 2'-3'
during hand auguring.

Turned HSA to break up rocks for
hand augured.

Turn HSA to break up rocks for
hand augured.

Grinding noise from rig.
100
83 0
100
100
72 100
94 BB-1
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
16 15
9 8
5 6
10 16
50/4"
16 8
7 4
5 7
2 3
7 5
8 11
2 3
5 4
7 11

ATTERBERG
LIMITS
DEPTH (ft-bgs)
SAMPLE
PERCENT FINES (%)

COMMENTS
5 10
15 20
25 30
OPT. MOIST. CONTENT (%)
PERCENT GRAVEL (%)
MOIST. CONTENT (%)
ELEVATION (ft)

GRAPHIC LOG
1) Rig Behavior
2) Air Monitoring
3) Pocket Pen
4) Tor Vane
MAX. DRY DENSITY (pcf)

LIQUID LIMIT

PLASTIC LIMIT

PLASTICITY INDEX

LABORATORY RESULTS
DRY DENSITY (pcf)
1) Soil Name (USCS)
2) Color
3) Moisture
4) Grain Size
5) Percentage
[Gravel,Sand,Fines]
RECOVERY (%)

N VALUE
GEOTECH2 01/04
TYPE
SAMPLE NO.

PID READING (ppm)

BOREHOLE LOG
TIME (00:00)
BLOWS PER 6"
767
766
765
764
763
762
761
760
759
758
757
756
755
754
753
752
751
750
749
748
747
746
745
744
743
742
741
740
739
738

DESCRIPTION
6) Density/Consistency
7) Plasticity
8) Other (Mineral Content,
Discoloration, Odor, etc.)
LOGGER

DIAMETER

DRILL MTHD

EQUIPMENT

CONTRACTOR

REVIEWER
HSA
J. Kocijan P.E., G.E.
8- in.

SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS
COORDINATE SYSTEM:

B. Gin
CME-95
BC2 Environmental
WGS84
Borehole backfilled with grout and patched with cement.

Hammer ETR is 84.4% , measured on 5/4/2024. Logging of soils was completed in general accordance with ASTM D2488 and ASTM D1586.

Coordinates and surface elevations were estimated from Google Earth.

LAT.: NOTES:

LONG.:

34.063986
117.797060
03-GEOTECH2 SC1303 SJC MULTI-USE BIKEWAY.GPJ GEOSNTEC.GDT 07/01/24 GS FORM:

BORING B-1 SHEET 1 OF 2

PROJECT

LOCATION

START DRILL DATE

FINISH DRILL DATE
NUMBER
ELEVATION DATA:

GROUND SURF. 768
San Jose Creek Multi-Use Bikeway
Pomona, CA
SC1303

DATUM AMSL
04/15/2024
04/15/2024
3530 Hyland Ave
Suite 100
Costa Mesa, CA 92626
Tel: (714) 969-0800
Fax: (714) 969-0820

91.2 24.3

80.9 23
22 22
Sandy lean CLAY (CL): light brown; moist; fine grained
sand; low plasticity; very stiff.

Lean CLAY(CL): orangish brown; moist; low plasticity;
very stiff.

Lean CLAY (CL): dark grey; moist; medium to high
plasticity, very hard, mottled blue flecks in sample.

Lean CLAY (CL): light grey; moist; low plasticity, hard.

Poorly-graded SAND (SP): light grey, moist, coarse
grain, dense.

Borehole terminated at 51'6" feet below the ground
surface. No groundwater encountered.
20 11
11 43
33 33
10:20
10:33 PP=2.5 tsf and 2.0 tsf.

PP = 1.5 tsf.
100
100
100
100
100
S-9
S-10
S-11
S-12A
S-12
S-13
9 16
37 2
2 7
4 6
10 5
7 9
3 7
11 5
21 16

ATTERBERG
LIMITS
DEPTH (ft-bgs)
SAMPLE
PERCENT FINES (%)

COMMENTS
35 40
45 50
55 60
OPT. MOIST. CONTENT (%)
PERCENT GRAVEL (%)
MOIST. CONTENT (%)
ELEVATION (ft)

GRAPHIC LOG
1) Rig Behavior
2) Air Monitoring
3) Pocket Pen
4) Tor Vane
MAX. DRY DENSITY (pcf)

LIQUID LIMIT

PLASTIC LIMIT

PLASTICITY INDEX

LABORATORY RESULTS
DRY DENSITY (pcf)
1) Soil Name (USCS)
2) Color
3) Moisture
4) Grain Size
5) Percentage
[Gravel,Sand,Fines]
RECOVERY (%)

N VALUE
GEOTECH2 01/04
TYPE
SAMPLE NO.

PID READING (ppm)

BOREHOLE LOG
TIME (00:00)
BLOWS PER 6"
737
736
735
734
733
732
731
730
729
728
727
726
725
724
723
722
721
720
719
718
717
716
715
714
713
712
711
710
709
708

DESCRIPTION
6) Density/Consistency
7) Plasticity
8) Other (Mineral Content,
Discoloration, Odor, etc.)
LOGGER

DIAMETER

DRILL MTHD

EQUIPMENT

CONTRACTOR

REVIEWER
HSA
J. Kocijan P.E., G.E.
8- in.

SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS
COORDINATE SYSTEM:

B. Gin
CME-95
BC2 Environmental
WGS84
Borehole backfilled with grout and patched with cement.

Hammer ETR is 84.4% , measured on 5/4/2024. Logging of soils was completed in general accordance with ASTM D2488 and ASTM D1586.

Coordinates and surface elevations were estimated from Google Earth.

LAT.: NOTES:

LONG.:

34.063986
117.797060
03-GEOTECH2 SC1303 SJC MULTI-USE BIKEWAY.GPJ GEOSNTEC.GDT 07/01/24 GS FORM:

BORING B-1 SHEET 2 OF 2

PROJECT

LOCATION

START DRILL DATE

FINISH DRILL DATE
NUMBER
ELEVATION DATA:

GROUND SURF. 768
San Jose Creek Multi-Use Bikeway
Pomona, CA
SC1303

DATUM AMSL
04/15/2024
04/15/2024
3530 Hyland Ave
Suite 100
Costa Mesa, CA 92626
Tel: (714) 969-0800
Fax: (714) 969-0820
105.4 18.3

44.5 22
6" Asphalt
Fill:Silty SAND (SM): dark reddish brown; moist; fine
to medium grained sand; loose.

Native:Clayey SAND (SC): yellowish brown; moist;
fine to medium grained sand; loose.

Trace gravel, approx. 1" in diameter.

No gravel.

Clayey SAND (SC): yellowish brown; moist; fine to
medium grained; medium dense.

Becomes trace gravel.

No gravel.
830
9:20
9:30
10:19
Driller only placed 11 rings into
MC Sampler.
100
66 100
100
100
95 BB-1
S-1
S-2
S-3
S-4
S-5
S-6
S-7
S-8
6 6
14 32
4 4
5 3
3 3
5 8
10 3
3 3
5 7
8 5
7 7
7 15
17 7
13 19

ATTERBERG
LIMITS
DEPTH (ft-bgs)
SAMPLE
PERCENT FINES (%)

COMMENTS
5 10
15 20
25 30
OPT. MOIST. CONTENT (%)
PERCENT GRAVEL (%)
MOIST. CONTENT (%)
ELEVATION (ft)

GRAPHIC LOG
1) Rig Behavior
2) Air Monitoring
3) Pocket Pen
4) Tor Vane
MAX. DRY DENSITY (pcf)

LIQUID LIMIT

PLASTIC LIMIT

PLASTICITY INDEX

LABORATORY RESULTS
DRY DENSITY (pcf)
1) Soil Name (USCS)
2) Color
3) Moisture
4) Grain Size
5) Percentage
[Gravel,Sand,Fines]
RECOVERY (%)

N VALUE
GEOTECH2 01/04
TYPE
SAMPLE NO.

PID READING (ppm)

BOREHOLE LOG
TIME (00:00)
BLOWS PER 6"
774
773
772
771
770
769
768
767
766
765
764
763
762
761
760
759
758
757
756
755
754
753
752
751
750
749
748
747
746
745

DESCRIPTION
6) Density/Consistency
7) Plasticity
8) Other (Mineral Content,
Discoloration, Odor, etc.)
LOGGER

DIAMETER

DRILL MTHD

EQUIPMENT

CONTRACTOR

REVIEWER
HSA
J. Kocijan P.E., G.E.
8- in.

SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS
COORDINATE SYSTEM:

B. Gin
CME-95
BC2 Environmental
WGS84
Borehole backfilled with grout and patched with asphalt.

Hammer ETR is 84.4% , measured on 5/4/2024. Logging of soils was completed in general accordance with ASTM D2488 and ASTM D1586.

Coordinates and surface elevations were estimated from Google Earth.

LAT.: NOTES:

LONG.:

34.064692
117.794730
03-GEOTECH2 SC1303 SJC MULTI-USE BIKEWAY.GPJ GEOSNTEC.GDT 07/01/24 GS FORM:

BORING B-2 SHEET 1 OF 2

PROJECT

LOCATION

START DRILL DATE

FINISH DRILL DATE
NUMBER
ELEVATION DATA:

GROUND SURF. 775
San Jose Creek Multi-Use Bikeway
Pomona, CA
SC1303

DATUM AMSL
04/16/2024
04/16/2024
3530 Hyland Ave
Suite 100
Costa Mesa, CA 92626
Tel: (714) 969-0800
Fax: (714) 969-0820

91.2 24.3

73.7 11.7
21 Becomes trace gravel.

Becomes reddish brown and yellowish brown.

Lean CLAY with sand (CL): yellowish and grayish
brown, moist, fine grained sand, low plasticity.

Poorly graded sand with silt (SP): yellowish and
reddish brown; moist, medium to coarse grained sand;
dense, with gravel.

Very dense, trace gravel
Becomes loose.

Clayey SAND (SC): gray; moist, fine to medium
grained sand; medium dense; with gravel about 1" dia.

Borehole terminated at 51' 6" feet below the ground
surface. No groundwater encountered.
1132
10:32
11:00
11:22
11:40
100
100
100
100
S-9
S-10
S-11
S-12
S-13
S-14
S-15
20 45
10 8
8 10
9 12
8 12
25 20
24 34
30 4
4 6
5 7
24 ATTERBERG
LIMITS
DEPTH (ft-bgs)
SAMPLE
PERCENT FINES (%)

COMMENTS
35 40
45 50
55 60
OPT. MOIST. CONTENT (%)
PERCENT GRAVEL (%)
MOIST. CONTENT (%)
ELEVATION (ft)

GRAPHIC LOG
1) Rig Behavior
2) Air Monitoring
3) Pocket Pen
4) Tor Vane
MAX. DRY DENSITY (pcf)

LIQUID LIMIT

PLASTIC LIMIT

PLASTICITY INDEX

LABORATORY RESULTS
DRY DENSITY (pcf)
1) Soil Name (USCS)
2) Color
3) Moisture
4) Grain Size
5) Percentage
[Gravel,Sand,Fines]
RECOVERY (%)

N VALUE
GEOTECH2 01/04
TYPE
SAMPLE NO.

PID READING (ppm)

BOREHOLE LOG
TIME (00:00)
BLOWS PER 6"
744
743
742
741
740
739
738
737
736
735
734
733
732
731
730
729
728
727
726
725
724
723
722
721
720
719
718
717
716
715

DESCRIPTION
6) Density/Consistency
7) Plasticity
8) Other (Mineral Content,
Discoloration, Odor, etc.)
LOGGER

DIAMETER

DRILL MTHD

EQUIPMENT

CONTRACTOR

REVIEWER
HSA
J. Kocijan P.E., G.E.
8- in.

SEE KEY SHEET FOR SYMBOLS AND ABBREVIATIONS
COORDINATE SYSTEM:

B. Gin
CME-95
BC2 Environmental
WGS84
Borehole backfilled with grout and patched with asphalt.

Hammer ETR is 84.4% , measured on 5/4/2024. Logging of soils was completed in general accordance with ASTM D2488 and ASTM D1586.

Coordinates and surface elevations were estimated from Google Earth.

LAT.: NOTES:

LONG.:

34.064692
117.794730
03-GEOTECH2 SC1303 SJC MULTI-USE BIKEWAY.GPJ GEOSNTEC.GDT 07/01/24 GS FORM:

BORING B-2 SHEET 2 OF 2

PROJECT

LOCATION

START DRILL DATE

FINISH DRILL DATE
NUMBER
ELEVATION DATA:

GROUND SURF. 775
San Jose Creek Multi-Use Bikeway
Pomona, CA
SC1303

DATUM AMSL
04/16/2024
04/16/2024
3530 Hyland Ave
Suite 100
Costa Mesa, CA 92626
Tel: (714) 969-0800
Fax: (714) 969-0820
SC1303/02/SC1303/SJC Bikeway Geotechnical Report_FINAL 6/12/2025 APPENDIX D – Hammer Efficiency
Report
Prepared for;
BC2 Environmental
1150 West Trenton Ave
Orange, CA 92867
714.744.2990
Date: 05/04/24
Project Title: BC2 Rig-6 CME 95
Project Description: Orange
Energy Transfer Ratio = 84.4% @ 43.2 blows per minute
Hammer Energy Measurements were performed per ASTM D4633 using an approved and calibrated SPT Analyzer from Pile Dynamics, Inc., meeting the criteria of ASTM D4633-05 and per the process defined in ASTM D4633-05. The process and equipment requirements followed per ASTM D4633-05 meet the criteria of ASTM D4633-16.

SPT HAMMER
ENERGY

MEASUREMENTS
Prepared by;

SPT CAL
5512 Belem Dr
Chino Hills, CA 91709
909-730-2161
[email protected]

SPT CAL

PRESENTATION OF SPT ANALYZER TEST DATA

1. Introduction
This report presents the results of SPT Hammer Energy Measurements recorded with an SPT Analyzer from Pile Dynamics carried out on May 04, 2024, in Orange, California.

2. Field Equipment and Procedures
The drill used is a truck-mounted CME 95 with an attached CME Automatic Hammer known to BC2 as Rig 6.

The CME Automatic Hammer uses a 140-lb. weight dropped 30” onto an anvil above the borehole. The drill rod connects the anvil to a split spoon-type soil sampler inside an 8” o.d. hollow stem auger at the designated sample depth. After a seeding blow, the sampler is driven 18”. The number of blows required to penetrate the last 12" is referred to as the “N value,” which is related to soil strength.

The first recording was taken at 5’ below ground surface and then every 5’ to a final recording at 25’.

3. Instrumentation
An SPT Analyzer from Pile Dynamics was used to record and process the data. The raw data was stored directly in the analyzer's computer, and subsequent analysis was conducted in the office with PDA-W and PDIPlot software. The measurements and analysis were conducted in general accordance with the ASTM D4945 and ASTM D6066 test standards.

The SPT Analyzer is fully compliant with the minimum digital sampling frequency requirements of ASTM D4633-05 (50 kHz) and EN ISO 22476-3:2005 (100 kHz), as well as with the low-pass filter (cutoff frequency of 5000 Hz instead of 3000 Hz) requirements of ASTM D4633-05. All equipment and analysis also conform to ASTM D6066.

A 2' instrumented section of NWJ rod, with two sets of accelerometers and strain transducers mounted on opposite sides of the drill rod, was placed below the anvil.

It measured the strain and acceleration of every hammer blow. The SPT Analyzer then calculated the amount of energy transferred to the rod by measuring force and velocity.

4. Observations
The drill rig motor is diesel-fueled with an electronically modulated throttle. The drill and sample equipment looked to be well-operated and well-maintained.

5. Results
Results from the SPT Hammer Energy Measurements are summarized below. It shows the Energy Transfer Ratio (ETR) at each sampling depth. ETR is the ratio of the measured maximum transferred energy to the rated energy of the hammer, which is the product of the weight of the hammer times the height of the fall. 140 lb x 30” = 4200 lb-in = 0.350 kip-ft.

Energy Transfer Ratio = 84.4% @ 43.2 blows per minute
N60=(ETR/60)N
If you have any questions, please do not hesitate to call or email.

Thank you,
Brian Serl
Calibration Engineer

SPT CAL
909-730-2161
[email protected]
Depth ETR% BPM
5 84.4 42.6
10 83.9 43.5
15 84.2 43.9
20 85.0 44.2
25 84.7 41.6
Average 84.4 43.2
SC1303/02SC1303/SJC Bikeway Geotechnical Report_FINAL 6/12/2025 APPENDIX E – Analytical Soil Testing

ANALYTICAL REPORT

PREPARED FOR
Attn: Brian Gin
Geosyntec Consultants Inc
3530 Hyland Avenue
Suite 100
Costa Mesa, California 92626
Generated 6/3/2024 8:19:32 AM

JOB DESCRIPTION
SC1303 SJC Bikeway Path

JOB NUMBER
570-185066-1
See page two for job notes and contact information.

Tustin CA 92780
2841 Dow Avenue, Suite 100
Eurofins Calscience

Page 1 of 35 ends

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9 10
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13 14
15 Eurofins Calscience
Eurofins Calscience is a laboratory within Eurofins Environment Testing Southwest, LLC, a company within Eurofins Environment Testing Group of Companies Job Notes
This report may not be reproduced except in full, and with written approval from the laboratory. The results relate only to the samples tested. For questions please contact the Project Manager at the e-mail address or telephone number listed on this page.

The test results in this report relate only to the samples as received by the laboratory and will meet all requirements of the methodology, with any exceptions noted. This report shall not be reproduced except in full, without the express written approval of the laboratory. All questions should be directed to the Eurofins Calscience Project Manager.

Authorization
Generated
6/3/2024 8:19:32 AM
Authorized for release by
Stephen Nowak, Project Manager I
[email protected]
(714)895-5494

Page 2 of 35 ends

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15 Table of Contents
Client: Geosyntec Consultants Inc
Project/Site: SC1303 SJC Bikeway Path
Laboratory Job ID: 570-185066-1

Page 3 of 35 ends

Eurofins Calscience
6/3/2024
Cover Page . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Definitions/Glossary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Case Narrative . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Detection Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Client Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Surrogate Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 QC Sample Results . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 QC Association Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 Lab Chronicle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 Certification Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31 Method Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32 Sample Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33 Chain of Custody . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34 Receipt Checklists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 1 2
3 4
5 6
7 8
9 10
11 12
13 14
15 Definitions/Glossary
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Qualifiers

GC/MS VOA
Qualifier Description
F1 MS and/or MSD recovery exceeds control limits.

Qualifier
F2 MS/MSD RPD exceeds control limits
Metals
Qualifier Description
F1 MS and/or MSD recovery exceeds control limits.

Qualifier
Glossary
These commonly used abbreviations may or may not be present in this report. ¤ Listed under the "D" column to designate that the result is reported on a dry weight basis Abbreviation
%R Percent Recovery
CFL Contains Free Liquid
CFU Colony Forming Unit
CNF Contains No Free Liquid
DER Duplicate Error Ratio (normalized absolute difference) Dil Fac Dilution Factor
DL Detection Limit (DoD/DOE)
DL, RA, RE, IN Indicates a Dilution, Re-analysis, Re-extraction, or additional Initial metals/anion analysis of the sample DLC Decision Level Concentration (Radiochemistry)
EDL Estimated Detection Limit (Dioxin)
LOD Limit of Detection (DoD/DOE)
LOQ Limit of Quantitation (DoD/DOE)
MCL EPA recommended "Maximum Contaminant Level"
MDA Minimum Detectable Activity (Radiochemistry)
MDC Minimum Detectable Concentration (Radiochemistry)
MDL Method Detection Limit
ML Minimum Level (Dioxin)
MPN Most Probable Number
MQL Method Quantitation Limit
NC Not Calculated
ND Not Detected at the reporting limit (or MDL or EDL if shown) NEG Negative / Absent
POS Positive / Present
PQL Practical Quantitation Limit
PRES Presumptive
QC Quality Control
RER Relative Error Ratio (Radiochemistry)
RL Reporting Limit or Requested Limit (Radiochemistry)
RPD Relative Percent Difference, a measure of the relative difference between two points TEF Toxicity Equivalent Factor (Dioxin)
TEQ Toxicity Equivalent Quotient (Dioxin)
TNTC Too Numerous To Count
Eurofins Calscience

Page 4 of 35 ends

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15 Job Narrative
570-185066-1
Analytical test results meet all requirements of the associated regulatory program listed on the Accreditation/Certification Summary Page unless otherwise noted under the individual analysis. Data qualifiers are applied to indicate exceptions. Noncompliant quality control (QC) is further explained in narrative comments. · Matrix QC may not be reported if insufficient sample or site-specific QC samples were not submitted. In these situations, to demonstrate precision and accuracy at a batch level, a LCS/LCSD may be performed, unless otherwise specified in the method.
· Surrogate and/or isotope dilution analyte recoveries (if applicable) which are outside of the QC window are confirmed unless attributed to a dilution or otherwise noted in the narrative.

Regulated compliance samples (e.g. SDWA, NPDES) must comply with the associated agency requirements/permits.

Receipt
The samples were received on 5/17/2024 3:10 PM. Unless otherwise noted below, the samples arrived in good condition, and, where required, properly preserved and on ice. The temperature of the cooler at receipt time was 4.7°C.

GC/MS VOA
Method 8260B: Spike compounds were inadvertently injected less during the extraction process for the matrix spike duplicate (MSD); therefore, matrix spike duplicate recovery is outside control limits for preparation batch 570-442518 and analytical batch 570-442487. Also, the matrix spike / matrix spike duplicate (MS/MSD) precision for preparation batch 570-442518 and analytical batch 570-442487 was outside control limits. The associated laboratory control sample / laboratory sample control duplicate (LCS/LCSD) recoveries were within acceptance limits.

The associated laboratory control sample / laboratory sample control duplicate (LCS/LCSD) precision was within acceptance limits too.

No additional analytical or quality issues were noted, other than those described above or in the Definitions/ Glossary page.

Diesel Range Organics
No additional analytical or quality issues were noted, other than those described above or in the Definitions/ Glossary page.

Metals
Method 6010B: The post digestion spike % recovery for Selenium associated with batch 570-445207 was outside of control limits.

The associated sample is: (320-112126-A-15-H PDS ^2).

Method 7471A: The matrix spike / matrix spike duplicate (MS/MSD) recoveries for preparation batch 570-443404 and analytical batch 570-444134 were outside control limits for one or more analytes. See QC Sample Results for detail. Sample matrix interference and/or non-homogeneity are suspected because the associated laboratory control sample (LCS) recovery is within acceptance limits.

No additional analytical or quality issues were noted, other than those described above or in the Definitions/ Glossary page.

Case Narrative
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project: SC1303 SJC Bikeway Path
Eurofins Calscience
Job ID: 570-185066-1 Eurofins Calscience

Page 5 of 35 ends

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15 Detection Summary
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Client Sample ID: SS-1 Lab Sample ID: 570-185066-1
Arsenic
RL

3.26 mg/Kg
Analyte Result Qualifier Unit Dil Fac D Method Prep Type

3.41 2 6010B Total/NA
Barium 66.2 2.17 mg/Kg 2 6010B Total/NA
Beryllium 0.457 0.435 mg/Kg 2 6010B Total/NA
Chromium 31.5 1.09 mg/Kg 2 6010B Total/NA
Cobalt 11.2 2.17 mg/Kg 2 6010B Total/NA
Copper 23.6 2.17 mg/Kg 2 6010B Total/NA
Lead 7.91 2.17 mg/Kg 2 6010B Total/NA
Nickel 17.8 2.17 mg/Kg 2 6010B Total/NA
Vanadium 54.4 4.35 mg/Kg 2 6010B Total/NA
Zinc 56.8 4.35 mg/Kg 2 6010B Total/NA
Client Sample ID: SS-2 Lab Sample ID: 570-185066-2
Arsenic
RL

2.94 mg/Kg
Analyte Result Qualifier Unit Dil Fac D Method Prep Type

5.88 2 6010B Total/NA
Barium 72.8 1.96 mg/Kg 2 6010B Total/NA
Chromium 26.5 0.980 mg/Kg 2 6010B Total/NA
Cobalt 8.98 1.96 mg/Kg 2 6010B Total/NA
Copper 19.3 1.96 mg/Kg 2 6010B Total/NA
Lead 6.10 1.96 mg/Kg 2 6010B Total/NA
Nickel 14.3 1.96 mg/Kg 2 6010B Total/NA
Vanadium 45.2 3.92 mg/Kg 2 6010B Total/NA
Zinc 45.4 3.92 mg/Kg 2 6010B Total/NA
Eurofins Calscience
This Detection Summary does not include radiochemical test results.

Page 6 of 35 ends

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15 Client Sample Results
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: SW846 8260B - Volatile Organic Compounds (GC/MS) Client Sample ID: SS-1 Lab Sample ID: 570-185066-1
Date Collected: 05/15/24 11:45 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane
1,1,1-Trichloroethane ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,1,2,2-Tetrachloroethane ND F2 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,1,2-Trichloro-1,2,2-trifluoroethane ND F2 F1 9.8 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,1,2-Trichloroethane ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,1-Dichloroethane ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,1-Dichloroethene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,1-Dichloropropene ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2,3-Trichlorobenzene ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2,3-Trichloropropane ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2,4-Trichlorobenzene ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2,4-Trimethylbenzene ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2-Dibromo-3-Chloropropane ND F2 F1 9.8 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2-Dibromoethane ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2-Dichlorobenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2-Dichloroethane ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2-Dichloropropane ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,3,5-Trimethylbenzene ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,3-Dichlorobenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,3-Dichloropropane ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,4-Dichlorobenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 2,2-Dichloropropane ND F2 F1 4.9 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 2-Butanone (MEK) ND F2 F1 20 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 2-Chlorotoluene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 2-Hexanone ND F2 F1 20 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 4-Chlorotoluene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 4-Methyl-2-pentanone (MIBK) ND F2 F1 20 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Acetone ND F2 20 ug/Kg 05/20/24 18:42 05/20/24 20:40 1
Benzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Bromobenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Bromochloromethane ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Bromodichloromethane ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Bromoform ND F2 F1 4.9 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Bromomethane ND F2 F1 20 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 cis-1,2-Dichloroethene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 cis-1,3-Dichloropropene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Carbon disulfide ND F2 F1 9.8 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Carbon tetrachloride ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Chlorobenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Chloroethane ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Chloroform ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Chloromethane ND F2 F1 20 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Dibromochloromethane ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Dibromomethane ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Dichlorodifluoromethane ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Ethylbenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Isopropylbenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Methylene Chloride ND F2 F1 9.8 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Methyl-t-Butyl Ether (MTBE) ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: SW846 8260B - Volatile Organic Compounds (GC/MS) (Continued) Client Sample ID: SS-1 Lab Sample ID: 570-185066-1
Date Collected: 05/15/24 11:45 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND F2 F1 9.8 ug/Kg 05/20/24 18:42 05/20/24 20:40 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Naphthalene
n-Butylbenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 N-Propylbenzene ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 o-Xylene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 m,p-Xylene ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 p-Isopropyltoluene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 sec-Butylbenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Styrene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 trans-1,2-Dichloroethene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 trans-1,3-Dichloropropene ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 tert-Butylbenzene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Tetrachloroethene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Toluene ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Trichloroethene ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Trichlorofluoromethane ND F2 F1 9.8 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Vinyl acetate ND F2 9.8 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Vinyl chloride ND F2 F1 0.98 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 Xylenes, Total ND F2 F1 2.0 ug/Kg 05/20/24 18:42 05/20/24 20:40 1 1,2-Dichloroethane-d4 (Surr) 98 32 - 179 05/20/24 18:42 05/20/24 20:40 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac 4-Bromofluorobenzene (Surr) 101 80 - 120 05/20/24 18:42 05/20/24 20:40 1 Dibromofluoromethane (Surr) 96 58 - 147 05/20/24 18:42 05/20/24 20:40 1 Toluene-d8 (Surr) 100 80 - 120 05/20/24 18:42 05/20/24 20:40 1 Client Sample ID: SS-2 Lab Sample ID: 570-185066-2
Date Collected: 05/16/24 11:02 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,1,2-Tetrachloroethane
1,1,1-Trichloroethane ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,1,2,2-Tetrachloroethane ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,1,2-Trichloro-1,2,2-trifluoroethane ND 9.9 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,1,2-Trichloroethane ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,1-Dichloroethane ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,1-Dichloroethene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,1-Dichloropropene ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2,3-Trichlorobenzene ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2,3-Trichloropropane ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2,4-Trichlorobenzene ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2,4-Trimethylbenzene ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2-Dibromo-3-Chloropropane ND 9.9 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2-Dibromoethane ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2-Dichlorobenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2-Dichloroethane ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2-Dichloropropane ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,3,5-Trimethylbenzene ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,3-Dichlorobenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,3-Dichloropropane ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,4-Dichlorobenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: SW846 8260B - Volatile Organic Compounds (GC/MS) (Continued) Client Sample ID: SS-2 Lab Sample ID: 570-185066-2
Date Collected: 05/16/24 11:02 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND 5.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 2,2-Dichloropropane
2-Butanone (MEK) ND 20 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 2-Chlorotoluene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 2-Hexanone ND 20 ug/Kg 05/20/24 18:42 05/21/24 00:16 1
4-Chlorotoluene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 4-Methyl-2-pentanone (MIBK) ND 20 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Acetone ND 20 ug/Kg 05/20/24 18:42 05/21/24 00:16 1
Benzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1
Bromobenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Bromochloromethane ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Bromodichloromethane ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Bromoform ND 5.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1
Bromomethane ND 20 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 cis-1,2-Dichloroethene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 cis-1,3-Dichloropropene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Carbon disulfide ND 9.9 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Carbon tetrachloride ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Chlorobenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Chloroethane ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Chloroform ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Chloromethane ND 20 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Dibromochloromethane ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Dibromomethane ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Dichlorodifluoromethane ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Ethylbenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Isopropylbenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Methylene Chloride ND 9.9 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Methyl-t-Butyl Ether (MTBE) ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Naphthalene ND 9.9 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 n-Butylbenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 N-Propylbenzene ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 o-Xylene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1
m,p-Xylene ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 p-Isopropyltoluene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 sec-Butylbenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Styrene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1
trans-1,2-Dichloroethene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 trans-1,3-Dichloropropene ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 tert-Butylbenzene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Tetrachloroethene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Toluene ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1
Trichloroethene ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Trichlorofluoromethane ND 9.9 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Vinyl acetate ND 9.9 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Vinyl chloride ND 0.99 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 Xylenes, Total ND 2.0 ug/Kg 05/20/24 18:42 05/21/24 00:16 1 1,2-Dichloroethane-d4 (Surr) 99 32 - 179 05/20/24 18:42 05/21/24 00:16 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac 4-Bromofluorobenzene (Surr) 104 80 - 120 05/20/24 18:42 05/21/24 00:16 1 Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: SW846 8015B - Diesel Range Organics (DRO) (GC)
Client Sample ID: SS-1 Lab Sample ID: 570-185066-1
Date Collected: 05/15/24 11:45 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac C6 as C6
C7 as C7 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C8 as C8 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C9-C10 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C11-C12 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C13-C14 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C15-C16 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C17-C18 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C19-C20 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C21-C22 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C23-C24 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C25-C28 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C29-C32 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C33-C36 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C37-C40 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C41-C44 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
C6-C44 ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1
Diesel Range Organics [C10-C28] ND 4.9 mg/Kg 05/29/24 14:16 06/02/24 10:56 1 n-Octacosane (Surr) 98 60 - 138 05/29/24 14:16 06/02/24 10:56 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Client Sample ID: SS-2 Lab Sample ID: 570-185066-2
Date Collected: 05/16/24 11:02 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac C6 as C6
C7 as C7 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C8 as C8 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C9-C10 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C11-C12 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C13-C14 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C15-C16 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C17-C18 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C19-C20 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C21-C22 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C23-C24 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C25-C28 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C29-C32 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C33-C36 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C37-C40 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C41-C44 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
C6-C44 ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1
Diesel Range Organics [C10-C28] ND 4.8 mg/Kg 05/29/24 14:16 06/02/24 11:17 1 n-Octacosane (Surr) 95 60 - 138 05/29/24 14:16 06/02/24 11:17 1 Surrogate %Recovery Qualifier Limits Prepared Analyzed Dil Fac Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: SW846 6010B - Metals (ICP)
Client Sample ID: SS-1 Lab Sample ID: 570-185066-1
Date Collected: 05/15/24 11:45 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND 10.9 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Antimony
Arsenic 3.41 3.26 mg/Kg 05/28/24 07:43 05/28/24 19:01 2 Barium 66.2 2.17 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Beryllium 0.457 0.435 mg/Kg 05/28/24 07:43 05/28/24 19:01 2 Cadmium ND 0.435 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Chromium 31.5 1.09 mg/Kg 05/28/24 07:43 05/28/24 19:01 2 Cobalt 11.2 2.17 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Copper 23.6 2.17 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Lead 7.91 2.17 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Molybdenum ND 4.35 mg/Kg 05/28/24 07:43 05/28/24 19:01 2 Nickel 17.8 2.17 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Selenium ND 3.26 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Silver ND 2.17 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Thallium ND 10.9 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Vanadium 54.4 4.35 mg/Kg 05/28/24 07:43 05/28/24 19:01 2 Zinc 56.8 4.35 mg/Kg 05/28/24 07:43 05/28/24 19:01 2
Client Sample ID: SS-2 Lab Sample ID: 570-185066-2
Date Collected: 05/16/24 11:02 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND 9.80 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Antimony
Arsenic 5.88 2.94 mg/Kg 05/28/24 07:43 05/28/24 19:03 2 Barium 72.8 1.96 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Beryllium ND 0.392 mg/Kg 05/28/24 07:43 05/28/24 19:03 2 Cadmium ND 0.392 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Chromium 26.5 0.980 mg/Kg 05/28/24 07:43 05/28/24 19:03 2 Cobalt 8.98 1.96 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Copper 19.3 1.96 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Lead 6.10 1.96 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Molybdenum ND 3.92 mg/Kg 05/28/24 07:43 05/28/24 19:03 2 Nickel 14.3 1.96 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Selenium ND 2.94 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Silver ND 1.96 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Thallium ND 9.80 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Vanadium 45.2 3.92 mg/Kg 05/28/24 07:43 05/28/24 19:03 2 Zinc 45.4 3.92 mg/Kg 05/28/24 07:43 05/28/24 19:03 2
Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: SW846 7471A - Mercury (CVAA)
Client Sample ID: SS-1 Lab Sample ID: 570-185066-1
Date Collected: 05/15/24 11:45 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND 0.0868 mg/Kg 05/22/24 17:20 05/24/24 10:55 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Mercury
Client Sample ID: SS-2 Lab Sample ID: 570-185066-2
Date Collected: 05/16/24 11:02 Matrix: Solid
Date Received: 05/17/24 15:10
RL
ND 0.0801 mg/Kg 05/22/24 17:20 05/24/24 10:57 1
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Mercury
Eurofins Calscience

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15 Surrogate Summary
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: 8260B - Volatile Organic Compounds (GC/MS)
Matrix: Solid Prep Type: Total/NA
Lab Sample ID Client Sample ID (32-179) (80-120) (58-147) (80-120)

DCA BFB DBFM TOL
570-185066-1 98 101 96 100
Percent Surrogate Recovery (Acceptance Limits)
SS-1
570-185066-1 MS SS-1 97 103 97 104
570-185066-1 MSD SS-1 98 105 97 102
570-185066-2 SS-2 99 104 97 100
LCS 570-442518/1-A Lab Control Sample 91 104 95 102
LCSD 570-442518/2-A Lab Control Sample Dup 93 103 96 104 MB 570-442518/3-A Method Blank 96 101 96 98
Surrogate Legend
DCA = 1,2-Dichloroethane-d4 (Surr)
BFB = 4-Bromofluorobenzene (Surr)
DBFM = Dibromofluoromethane (Surr)
TOL = Toluene-d8 (Surr)
Method: 8015B - Diesel Range Organics (DRO) (GC)
Matrix: Solid Prep Type: Total/NA
Lab Sample ID Client Sample ID (60-138)
OTCSN1
570-185066-1 98
Percent Surrogate Recovery (Acceptance Limits)
SS-1
570-185066-1 MS SS-1 96
570-185066-1 MSD SS-1 97
570-185066-2 SS-2 95
LCS 570-445390/2-A Lab Control Sample 96
LCSD 570-445390/3-A Lab Control Sample Dup 98
MB 570-445390/1-A Method Blank 97
Surrogate Legend
OTCSN = n-Octacosane (Surr)
Eurofins Calscience

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15 QC Sample Results
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: 8260B - Volatile Organic Compounds (GC/MS)
Lab Sample ID: MB 570-442518/3-A Client Sample ID: Method Blank Matrix: Solid Prep Type: Total/NA
Analysis Batch: 442487 Prep Batch: 442518
RL
1,1,1,2-Tetrachloroethane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac 1,1,1-Trichloroethane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,1,2,2-Tetrachloroethane ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,1,2-Trichloro-1,2,2-trifluoroethane ND 10 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,1,2-Trichloroethane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,1-Dichloroethane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,1-Dichloroethene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,1-Dichloropropene ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,2,3-Trichlorobenzene ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,2,3-Trichloropropane ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,2,4-Trichlorobenzene ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,2,4-Trimethylbenzene ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,2-Dibromo-3-Chloropropane ND 10 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,2-Dibromoethane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,2-Dichlorobenzene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,2-Dichloroethane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,2-Dichloropropane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,3,5-Trimethylbenzene ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,3-Dichlorobenzene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,3-Dichloropropane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 1,4-Dichlorobenzene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 2,2-Dichloropropane ND 5.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 2-Butanone (MEK) ND 20 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 2-Chlorotoluene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 2-Hexanone ND 20 ug/Kg 05/20/24 18:42 05/20/24 19:57 1
4-Chlorotoluene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 4-Methyl-2-pentanone (MIBK) ND 20 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Acetone ND 20 ug/Kg 05/20/24 18:42 05/20/24 19:57 1
Benzene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1
Bromobenzene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Bromochloromethane ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Bromodichloromethane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Bromoform ND 5.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1
Bromomethane ND 20 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 cis-1,2-Dichloroethene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 cis-1,3-Dichloropropene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Carbon disulfide ND 10 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Carbon tetrachloride ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Chlorobenzene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Chloroethane ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Chloroform ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Chloromethane ND 20 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Dibromochloromethane ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Dibromomethane ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Dichlorodifluoromethane ND 2.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Ethylbenzene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Isopropylbenzene ND 1.0 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Methylene Chloride ND 10 ug/Kg 05/20/24 18:42 05/20/24 19:57 1 Eurofins Calscience

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LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
1,1,1-Trichloroethane 50.0 46.82 ug/Kg 94 78 - 130
1,1,2,2-Tetrachloroethane 50.0 50.82 ug/Kg 102 80 - 124 1,1,2-Trichloro-1,2,2-trifluoroetha
ne

50.0 48.67 ug/Kg 97 73 - 130
1,1,2-Trichloroethane 50.0 53.55 ug/Kg 107 80 - 123
1,1-Dichloroethane 50.0 49.51 ug/Kg 99 79 - 124
1,1-Dichloroethene 50.0 49.26 ug/Kg 99 74 - 132
1,1-Dichloropropene 50.0 46.39 ug/Kg 93 78 - 130
1,2,3-Trichlorobenzene 50.0 51.28 ug/Kg 103 80 - 123
1,2,3-Trichloropropane 50.0 49.61 ug/Kg 99 79 - 120
1,2,4-Trichlorobenzene 50.0 53.98 ug/Kg 108 80 - 125
1,2,4-Trimethylbenzene 50.0 51.00 ug/Kg 102 80 - 124
1,2-Dibromo-3-Chloropropane 50.0 44.11 ug/Kg 88 67 - 120 1,2-Dibromoethane 50.0 53.18 ug/Kg 106 80 - 120
1,2-Dichlorobenzene 50.0 52.28 ug/Kg 105 80 - 120
1,2-Dichloroethane 50.0 45.42 ug/Kg 91 77 - 120
1,2-Dichloropropane 50.0 51.24 ug/Kg 102 80 - 126
Eurofins Calscience

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LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
1,3-Dichlorobenzene 50.0 53.38 ug/Kg 107 80 - 120
1,3-Dichloropropane 50.0 50.65 ug/Kg 101 80 - 120
1,4-Dichlorobenzene 50.0 50.40 ug/Kg 101 80 - 120
2,2-Dichloropropane 50.0 47.60 ug/Kg 95 73 - 135
2-Butanone (MEK) 50.0 47.87 ug/Kg 96 67 - 136
2-Chlorotoluene 50.0 52.93 ug/Kg 106 80 - 120
2-Hexanone 50.0 53.50 ug/Kg 107 70 - 137
4-Chlorotoluene 50.0 50.76 ug/Kg 102 80 - 121
4-Methyl-2-pentanone (MIBK) 50.0 48.39 ug/Kg 97 74 - 124 Acetone 50.0 50.46 ug/Kg 101 61 - 142
Benzene 50.0 49.02 ug/Kg 98 80 - 120
Bromobenzene 50.0 52.45 ug/Kg 105 80 - 120
Bromochloromethane 50.0 50.60 ug/Kg 101 80 - 120
Bromodichloromethane 50.0 50.70 ug/Kg 101 80 - 125
Bromoform 50.0 48.48 ug/Kg 97 74 - 138
Bromomethane 50.0 50.08 ug/Kg 100 58 - 136
cis-1,2-Dichloroethene 50.0 51.38 ug/Kg 103 80 - 124
cis-1,3-Dichloropropene 50.0 48.51 ug/Kg 97 80 - 123
Carbon disulfide 50.0 48.51 ug/Kg 97 68 - 128
Carbon tetrachloride 50.0 45.84 ug/Kg 92 75 - 140
Chlorobenzene 50.0 52.23 ug/Kg 104 80 - 120
Chloroethane 50.0 48.40 ug/Kg 97 76 - 137
Chloroform 50.0 48.05 ug/Kg 96 80 - 121
Chloromethane 50.0 48.28 ug/Kg 97 74 - 133
Dibromochloromethane 50.0 52.40 ug/Kg 105 80 - 132
Dibromomethane 50.0 49.56 ug/Kg 99 80 - 120
Dichlorodifluoromethane 50.0 46.56 ug/Kg 93 63 - 146
Ethylbenzene 50.0 53.10 ug/Kg 106 80 - 120
Isopropylbenzene 50.0 57.13 ug/Kg 114 80 - 122
Methylene Chloride 50.0 48.49 ug/Kg 97 74 - 120
Methyl-t-Butyl Ether (MTBE) 50.0 48.54 ug/Kg 97 79 - 123 Naphthalene 50.0 48.59 ug/Kg 97 79 - 121
n-Butylbenzene 50.0 52.74 ug/Kg 105 79 - 131
N-Propylbenzene 50.0 54.32 ug/Kg 109 80 - 122
o-Xylene 50.0 52.42 ug/Kg 105 80 - 120
m,p-Xylene 100 104.8 ug/Kg 105 80 - 120
p-Isopropyltoluene 50.0 53.09 ug/Kg 106 80 - 126
sec-Butylbenzene 50.0 52.23 ug/Kg 104 80 - 125
Styrene 50.0 54.55 ug/Kg 109 80 - 120
trans-1,2-Dichloroethene 50.0 51.88 ug/Kg 104 75 - 123
trans-1,3-Dichloropropene 50.0 50.86 ug/Kg 102 80 - 124 tert-Butylbenzene 50.0 53.17 ug/Kg 106 80 - 124
Tetrachloroethene 50.0 54.48 ug/Kg 109 80 - 122
Toluene 50.0 49.57 ug/Kg 99 80 - 120
Trichloroethene 50.0 51.55 ug/Kg 103 80 - 127
Trichlorofluoromethane 50.0 47.82 ug/Kg 96 70 - 144
Vinyl acetate 50.0 48.85 ug/Kg 98 71 - 125
Vinyl chloride 50.0 53.83 ug/Kg 108 79 - 133
Eurofins Calscience

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15 QC Sample Results
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) 1,2-Dichloroethane-d4 (Surr) 32 - 179
Surrogate
91 LCS LCS
%Recovery Qualifier Limits
4-Bromofluorobenzene (Surr) 104 80 - 120
Dibromofluoromethane (Surr) 95 58 - 147
Toluene-d8 (Surr) 102 80 - 120
Lab Sample ID: LCSD 570-442518/2-A Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 442487 Prep Batch: 442518
1,1,1,2-Tetrachloroethane 50.0 55.14 ug/Kg 110 80 - 125 2 20 Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
1,1,1-Trichloroethane 50.0 48.12 ug/Kg 96 78 - 130 3 20 1,1,2,2-Tetrachloroethane 50.0 53.12 ug/Kg 106 80 - 124 4 20 1,1,2-Trichloro-1,2,2-trifluoroetha
ne

50.0 49.85 ug/Kg 100 73 - 130 2 20
1,1,2-Trichloroethane 50.0 55.55 ug/Kg 111 80 - 123 4 20 1,1-Dichloroethane 50.0 51.05 ug/Kg 102 79 - 124 3 20
1,1-Dichloroethene 50.0 50.50 ug/Kg 101 74 - 132 2 20
1,1-Dichloropropene 50.0 47.68 ug/Kg 95 78 - 130 3 20
1,2,3-Trichlorobenzene 50.0 51.96 ug/Kg 104 80 - 123 1 20 1,2,3-Trichloropropane 50.0 51.76 ug/Kg 104 79 - 120 4 20 1,2,4-Trichlorobenzene 50.0 54.45 ug/Kg 109 80 - 125 1 20 1,2,4-Trimethylbenzene 50.0 52.30 ug/Kg 105 80 - 124 3 20 1,2-Dibromo-3-Chloropropane 50.0 44.25 ug/Kg 89 67 - 120 0 20 1,2-Dibromoethane 50.0 55.80 ug/Kg 112 80 - 120 5 20
1,2-Dichlorobenzene 50.0 53.67 ug/Kg 107 80 - 120 3 20
1,2-Dichloroethane 50.0 46.80 ug/Kg 94 77 - 120 3 20
1,2-Dichloropropane 50.0 52.45 ug/Kg 105 80 - 126 2 20
1,3,5-Trimethylbenzene 50.0 54.82 ug/Kg 110 80 - 121 2 20 1,3-Dichlorobenzene 50.0 53.92 ug/Kg 108 80 - 120 1 20
1,3-Dichloropropane 50.0 52.33 ug/Kg 105 80 - 120 3 20
1,4-Dichlorobenzene 50.0 51.70 ug/Kg 103 80 - 120 3 20
2,2-Dichloropropane 50.0 48.45 ug/Kg 97 73 - 135 2 20
2-Butanone (MEK) 50.0 50.40 ug/Kg 101 67 - 136 5 20
2-Chlorotoluene 50.0 53.66 ug/Kg 107 80 - 120 1 20
2-Hexanone 50.0 56.43 ug/Kg 113 70 - 137 5 20
4-Chlorotoluene 50.0 51.44 ug/Kg 103 80 - 121 1 20
4-Methyl-2-pentanone (MIBK) 50.0 50.61 ug/Kg 101 74 - 124 4 20 Acetone 50.0 52.34 ug/Kg 105 61 - 142 4 23
Benzene 50.0 50.79 ug/Kg 102 80 - 120 4 20
Bromobenzene 50.0 53.75 ug/Kg 107 80 - 120 2 20
Bromochloromethane 50.0 52.40 ug/Kg 105 80 - 120 4 20
Bromodichloromethane 50.0 52.26 ug/Kg 105 80 - 125 3 20 Bromoform 50.0 49.49 ug/Kg 99 74 - 138 2 20
Bromomethane 50.0 51.64 ug/Kg 103 58 - 136 3 20
cis-1,2-Dichloroethene 50.0 52.32 ug/Kg 105 80 - 124 2 20 cis-1,3-Dichloropropene 50.0 50.11 ug/Kg 100 80 - 123 3 20 Carbon disulfide 50.0 50.04 ug/Kg 100 68 - 128 3 20
Carbon tetrachloride 50.0 47.76 ug/Kg 96 75 - 140 4 20
Chlorobenzene 50.0 53.87 ug/Kg 108 80 - 120 3 20
Chloroethane 50.0 51.00 ug/Kg 102 76 - 137 5 20
Chloroform 50.0 49.44 ug/Kg 99 80 - 121 3 20
Eurofins Calscience

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LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
Dibromochloromethane 50.0 55.31 ug/Kg 111 80 - 132 5 20 Dibromomethane 50.0 51.95 ug/Kg 104 80 - 120 5 20
Dichlorodifluoromethane 50.0 49.34 ug/Kg 99 63 - 146 6 20 Ethylbenzene 50.0 53.92 ug/Kg 108 80 - 120 2 20
Isopropylbenzene 50.0 58.46 ug/Kg 117 80 - 122 2 20
Methylene Chloride 50.0 49.84 ug/Kg 100 74 - 120 3 20
Methyl-t-Butyl Ether (MTBE) 50.0 50.12 ug/Kg 100 79 - 123 3 20 Naphthalene 50.0 50.11 ug/Kg 100 79 - 121 3 20
n-Butylbenzene 50.0 53.21 ug/Kg 106 79 - 131 1 20
N-Propylbenzene 50.0 55.27 ug/Kg 111 80 - 122 2 20
o-Xylene 50.0 53.43 ug/Kg 107 80 - 120 2 20
m,p-Xylene 100 107.1 ug/Kg 107 80 - 120 2 20
p-Isopropyltoluene 50.0 53.78 ug/Kg 108 80 - 126 1 20
sec-Butylbenzene 50.0 52.99 ug/Kg 106 80 - 125 1 20
Styrene 50.0 55.49 ug/Kg 111 80 - 120 2 20
trans-1,2-Dichloroethene 50.0 52.63 ug/Kg 105 75 - 123 1 20 trans-1,3-Dichloropropene 50.0 52.42 ug/Kg 105 80 - 124 3 20 tert-Butylbenzene 50.0 54.78 ug/Kg 110 80 - 124 3 20
Tetrachloroethene 50.0 56.37 ug/Kg 113 80 - 122 3 20
Toluene 50.0 51.72 ug/Kg 103 80 - 120 4 20
Trichloroethene 50.0 53.29 ug/Kg 107 80 - 127 3 20
Trichlorofluoromethane 50.0 49.62 ug/Kg 99 70 - 144 4 20 Vinyl acetate 50.0 47.77 ug/Kg 96 71 - 125 2 20
Vinyl chloride 50.0 55.43 ug/Kg 111 79 - 133 3 20
1,2-Dichloroethane-d4 (Surr) 32 - 179
Surrogate
93 LCSD LCSD
%Recovery Qualifier Limits
4-Bromofluorobenzene (Surr) 103 80 - 120
Dibromofluoromethane (Surr) 96 58 - 147
Toluene-d8 (Surr) 104 80 - 120
Lab Sample ID: 570-185066-1 MS Client Sample ID: SS-1
Matrix: Solid Prep Type: Total/NA
Analysis Batch: 442487 Prep Batch: 442518
1,1,1,2-Tetrachloroethane ND F2 F1 49.7 46.06 ug/Kg 93 61 - 129 Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
1,1,1-Trichloroethane ND F2 F1 49.7 43.24 ug/Kg 87 67 - 125 1,1,2,2-Tetrachloroethane ND F2 49.7 43.38 ug/Kg 87 20 - 164 1,1,2-Trichloro-1,2,2-trifluoroetha
ne
ND F2 F1 49.7 46.03 ug/Kg 93 62 - 125
1,1,2-Trichloroethane ND F2 F1 49.7 46.41 ug/Kg 93 52 - 134 1,1-Dichloroethane ND F2 F1 49.7 45.54 ug/Kg 92 66 - 125 1,1-Dichloroethene ND F2 F1 49.7 46.75 ug/Kg 94 60 - 125 1,1-Dichloropropene ND F2 F1 49.7 43.14 ug/Kg 87 69 - 125 1,2,3-Trichlorobenzene ND F2 F1 49.7 32.19 ug/Kg 65 20 - 145 1,2,3-Trichloropropane ND F2 F1 49.7 41.59 ug/Kg 84 53 - 128 1,2,4-Trichlorobenzene ND F2 F1 49.7 34.97 ug/Kg 70 20 - 146 Eurofins Calscience

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15 QC Sample Results
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: 8260B - Volatile Organic Compounds (GC/MS) (Continued) Lab Sample ID: 570-185066-1 MS Client Sample ID: SS-1
Matrix: Solid Prep Type: Total/NA
Analysis Batch: 442487 Prep Batch: 442518
1,2,4-Trimethylbenzene ND F2 F1 49.7 41.78 ug/Kg 84 51 - 129 Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
1,2-Dibromo-3-Chloropropane ND F2 F1 49.7 34.24 ug/Kg 69 33 - 126 1,2-Dibromoethane ND F2 F1 49.7 46.03 ug/Kg 93 65 - 125 1,2-Dichlorobenzene ND F2 F1 49.7 40.12 ug/Kg 81 47 - 130 1,2-Dichloroethane ND F2 F1 49.7 40.42 ug/Kg 81 66 - 127 1,2-Dichloropropane ND F2 F1 49.7 44.95 ug/Kg 90 70 - 125 1,3,5-Trimethylbenzene ND F2 F1 49.7 44.75 ug/Kg 90 50 - 132 1,3-Dichlorobenzene ND F2 F1 49.7 41.10 ug/Kg 83 48 - 128 1,3-Dichloropropane ND F2 F1 49.7 44.66 ug/Kg 90 66 - 125 1,4-Dichlorobenzene ND F2 F1 49.7 39.47 ug/Kg 79 47 - 127 2,2-Dichloropropane ND F2 F1 49.7 43.39 ug/Kg 87 61 - 128 2-Butanone (MEK) ND F2 F1 49.7 42.42 ug/Kg 85 48 - 134
2-Chlorotoluene ND F2 F1 49.7 43.38 ug/Kg 87 54 - 127
2-Hexanone ND F2 F1 49.7 44.96 ug/Kg 90 48 - 136
4-Chlorotoluene ND F2 F1 49.7 41.22 ug/Kg 83 54 - 125
4-Methyl-2-pentanone (MIBK) ND F2 F1 49.7 41.67 ug/Kg 84 55 - 133 Acetone ND F2 49.7 57.58 ug/Kg 88 30 - 175
Benzene ND F2 F1 49.7 44.18 ug/Kg 89 70 - 125
Bromobenzene ND F2 F1 49.7 42.51 ug/Kg 86 57 - 129
Bromochloromethane ND F2 F1 49.7 44.85 ug/Kg 90 67 - 125 Bromodichloromethane ND F2 F1 49.7 44.06 ug/Kg 89 64 - 130 Bromoform ND F2 F1 49.7 40.35 ug/Kg 81 49 - 133
Bromomethane ND F2 F1 49.7 45.41 ug/Kg 91 30 - 149
cis-1,2-Dichloroethene ND F2 F1 49.7 46.35 ug/Kg 93 71 - 125 cis-1,3-Dichloropropene ND F2 F1 49.7 42.24 ug/Kg 85 63 - 126 Carbon disulfide ND F2 F1 49.7 46.16 ug/Kg 93 53 - 125
Carbon tetrachloride ND F2 F1 49.7 42.89 ug/Kg 86 60 - 130 Chlorobenzene ND F2 F1 49.7 44.21 ug/Kg 89 65 - 125
Chloroethane ND F2 F1 49.7 45.68 ug/Kg 92 51 - 131
Chloroform ND F2 F1 49.7 43.47 ug/Kg 87 70 - 125
Chloromethane ND F2 F1 49.7 43.18 ug/Kg 87 43 - 125
Dibromochloromethane ND F2 F1 49.7 45.96 ug/Kg 92 56 - 132 Dibromomethane ND F2 F1 49.7 43.21 ug/Kg 87 67 - 127
Dichlorodifluoromethane ND F2 F1 49.7 44.28 ug/Kg 89 47 - 127 Ethylbenzene ND F2 F1 49.7 46.00 ug/Kg 93 64 - 125
Isopropylbenzene ND F2 F1 49.7 49.07 ug/Kg 99 59 - 129
Methylene Chloride ND F2 F1 49.7 44.88 ug/Kg 90 60 - 125 Methyl-t-Butyl Ether (MTBE) ND F2 F1 49.7 42.68 ug/Kg 86 61 - 125 Naphthalene ND F2 F1 49.7 31.77 ug/Kg 64 25 - 136
n-Butylbenzene ND F2 F1 49.7 41.06 ug/Kg 83 35 - 135
N-Propylbenzene ND F2 F1 49.7 45.88 ug/Kg 92 52 - 131
o-Xylene ND F2 F1 49.7 44.83 ug/Kg 90 59 - 128
m,p-Xylene ND F2 F1 99.4 91.05 ug/Kg 92 60 - 125
p-Isopropyltoluene ND F2 F1 49.7 44.13 ug/Kg 89 46 - 132 sec-Butylbenzene ND F2 F1 49.7 43.00 ug/Kg 87 47 - 131
Styrene ND F2 F1 49.7 44.85 ug/Kg 90 58 - 128
trans-1,2-Dichloroethene ND F2 F1 49.7 47.17 ug/Kg 95 67 - 125 trans-1,3-Dichloropropene ND F2 F1 49.7 43.37 ug/Kg 87 59 - 132 tert-Butylbenzene ND F2 F1 49.7 44.79 ug/Kg 90 53 - 126 Eurofins Calscience

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MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
1,1,1-Trichloroethane ND F2 F1 49.6 11.44 F1 F2 ug/Kg 23 67 - 125 116 20 1,1,2,2-Tetrachloroethane ND F2 49.6 11.29 F2 ug/Kg 23 20 - 164 117 40 1,1,2-Trichloro-1,2,2-trifluoroetha
ne
ND F2 F1 49.6 11.89 F1 F2 ug/Kg 24 62 - 125 118 20
1,1,2-Trichloroethane ND F2 F1 49.6 12.96 F1 F2 ug/Kg 26 52 - 134 113 25 1,1-Dichloroethane ND F2 F1 49.6 12.35 F1 F2 ug/Kg 25 66 - 125 115 20 1,1-Dichloroethene ND F2 F1 49.6 12.58 F1 F2 ug/Kg 25 60 - 125 115 20 1,1-Dichloropropene ND F2 F1 49.6 11.08 F1 F2 ug/Kg 22 69 - 125 118 20 1,2,3-Trichlorobenzene ND F2 F1 49.6 5.884 F1 F2 ug/Kg 12 20 - 145 138 39 1,2,3-Trichloropropane ND F2 F1 49.6 11.31 F1 F2 ug/Kg 23 53 - 128 114 25 1,2,4-Trichlorobenzene ND F2 F1 49.6 6.790 F1 F2 ug/Kg 14 20 - 146 135 38 1,2,4-Trimethylbenzene ND F2 F1 49.6 8.787 F1 F2 ug/Kg 18 51 - 129 130 27 1,2-Dibromo-3-Chloropropane ND F2 F1 49.6 ND F1 F2 ug/Kg 18 33 - 126 117 29 1,2-Dibromoethane ND F2 F1 49.6 12.64 F1 F2 ug/Kg 25 65 - 125 114 21 1,2-Dichlorobenzene ND F2 F1 49.6 8.646 F1 F2 ug/Kg 17 47 - 130 129 29 1,2-Dichloroethane ND F2 F1 49.6 11.71 F1 F2 ug/Kg 24 66 - 127 110 20 1,2-Dichloropropane ND F2 F1 49.6 11.87 F1 F2 ug/Kg 24 70 - 125 116 20 1,3,5-Trimethylbenzene ND F2 F1 49.6 10.25 F1 F2 ug/Kg 21 50 - 132 125 29 1,3-Dichlorobenzene ND F2 F1 49.6 8.451 F1 F2 ug/Kg 17 48 - 128 132 28 1,3-Dichloropropane ND F2 F1 49.6 12.19 F1 F2 ug/Kg 25 66 - 125 114 20 1,4-Dichlorobenzene ND F2 F1 49.6 8.769 F1 F2 ug/Kg 18 47 - 127 127 28 2,2-Dichloropropane ND F2 F1 49.6 11.16 F1 F2 ug/Kg 23 61 - 128 118 20 2-Butanone (MEK) ND F2 F1 49.6 ND F1 F2 ug/Kg 26 48 - 134 106 24 2-Chlorotoluene ND F2 F1 49.6 9.830 F1 F2 ug/Kg 20 54 - 127 126 27 2-Hexanone ND F2 F1 49.6 ND F1 F2 ug/Kg 24 48 - 136 115 28 4-Chlorotoluene ND F2 F1 49.6 9.159 F1 F2 ug/Kg 18 54 - 125 127 26 4-Methyl-2-pentanone (MIBK) ND F2 F1 49.6 ND F1 F2 ug/Kg 27 55 - 133 103 23 Acetone ND F2 49.6 29.30 F2 ug/Kg 31 30 - 175 65 30
Benzene ND F2 F1 49.6 12.08 F1 F2 ug/Kg 24 70 - 125 114 20 Bromobenzene ND F2 F1 49.6 10.20 F1 F2 ug/Kg 21 57 - 129 123 26 Eurofins Calscience

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MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
Bromodichloromethane ND F2 F1 49.6 11.71 F1 F2 ug/Kg 24 64 - 130 116 20 Bromoform ND F2 F1 49.6 10.49 F1 F2 ug/Kg 21 49 - 133 117 27 Bromomethane ND F2 F1 49.6 25.88 F2 ug/Kg 52 30 - 149 55 31 cis-1,2-Dichloroethene ND F2 F1 49.6 12.85 F1 F2 ug/Kg 26 71 - 125 113 20 cis-1,3-Dichloropropene ND F2 F1 49.6 10.60 F1 F2 ug/Kg 21 63 - 126 120 20 Carbon disulfide ND F2 F1 49.6 12.70 F1 F2 ug/Kg 26 53 - 125 114 20 Carbon tetrachloride ND F2 F1 49.6 11.10 F1 F2 ug/Kg 22 60 - 130 118 20 Chlorobenzene ND F2 F1 49.6 10.86 F1 F2 ug/Kg 22 65 - 125 121 22 Chloroethane ND F2 F1 49.6 25.77 F2 ug/Kg 52 51 - 131 56 21 Chloroform ND F2 F1 49.6 12.24 F1 F2 ug/Kg 25 70 - 125 112 20 Chloromethane ND F2 F1 49.6 25.29 F2 ug/Kg 51 43 - 125 52 21 Dibromochloromethane ND F2 F1 49.6 12.31 F1 F2 ug/Kg 25 56 - 132 116 24 Dibromomethane ND F2 F1 49.6 12.39 F1 F2 ug/Kg 25 67 - 127 111 20 Dichlorodifluoromethane ND F2 F1 49.6 25.10 F2 ug/Kg 51 47 - 127 55 20 Ethylbenzene ND F2 F1 49.6 11.34 F1 F2 ug/Kg 23 64 - 125 121 22 Isopropylbenzene ND F2 F1 49.6 11.25 F1 F2 ug/Kg 23 59 - 129 125 26 Methylene Chloride ND F2 F1 49.6 13.43 F1 F2 ug/Kg 27 60 - 125 108 20 Methyl-t-Butyl Ether (MTBE) ND F2 F1 49.6 11.53 F1 F2 ug/Kg 23 61 - 125 115 20 Naphthalene ND F2 F1 49.6 ND F1 F2 ug/Kg 19 25 - 136 109 32 n-Butylbenzene ND F2 F1 49.6 8.340 F1 F2 ug/Kg 17 35 - 135 132 35 N-Propylbenzene ND F2 F1 49.6 10.55 F1 F2 ug/Kg 21 52 - 131 125 27 o-Xylene ND F2 F1 49.6 10.42 F1 F2 ug/Kg 21 59 - 128 125 24 m,p-Xylene ND F2 F1 99.2 21.85 F1 F2 ug/Kg 22 60 - 125 123 24 p-Isopropyltoluene ND F2 F1 49.6 9.621 F1 F2 ug/Kg 19 46 - 132 128 30 sec-Butylbenzene ND F2 F1 49.6 9.247 F1 F2 ug/Kg 19 47 - 131 129 30 Styrene ND F2 F1 49.6 10.05 F1 F2 ug/Kg 20 58 - 128 127 24 trans-1,2-Dichloroethene ND F2 F1 49.6 13.12 F1 F2 ug/Kg 26 67 - 125 113 20 trans-1,3-Dichloropropene ND F2 F1 49.6 11.64 F1 F2 ug/Kg 23 59 - 132 115 22 tert-Butylbenzene ND F2 F1 49.6 9.942 F1 F2 ug/Kg 20 53 - 126 127 28 Tetrachloroethene ND F2 F1 49.6 11.58 F1 F2 ug/Kg 23 62 - 129 124 21 Toluene ND F2 F1 49.6 11.18 F1 F2 ug/Kg 23 68 - 125 120 20 Trichloroethene ND F2 F1 49.6 11.80 F1 F2 ug/Kg 24 41 - 169 118 21 Trichlorofluoromethane ND F2 F1 49.6 25.06 F1 F2 ug/Kg 51 63 - 128 57 20 Vinyl acetate ND F2 49.6 10.67 F2 ug/Kg 22 20 - 154 120 40 Vinyl chloride ND F2 F1 49.6 28.44 F1 F2 ug/Kg 57 59 - 125 54 20 1,2-Dichloroethane-d4 (Surr) 32 - 179
Surrogate
98 MSD MSD
%Recovery Qualifier Limits
4-Bromofluorobenzene (Surr) 105 80 - 120
Dibromofluoromethane (Surr) 97 58 - 147
Toluene-d8 (Surr) 102 80 - 120
Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: 8015B - Diesel Range Organics (DRO) (GC)
Lab Sample ID: MB 570-445390/1-A Client Sample ID: Method Blank Matrix: Solid Prep Type: Total/NA
Analysis Batch: 446654 Prep Batch: 445390
RL
C6 as C6 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac C7 as C7 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C8 as C8 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C9-C10 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C11-C12 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C13-C14 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C15-C16 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C17-C18 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C19-C20 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C21-C22 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C23-C24 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C25-C28 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C29-C32 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C33-C36 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C37-C40 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C41-C44 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
C6-C44 ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1
Diesel Range Organics [C10-C28] ND 5.0 mg/Kg 05/29/24 14:16 06/02/24 09:11 1 n-Octacosane (Surr) 97 60 - 138 06/02/24 09:11 1
MB MB
Surrogate
05/29/24 14:16
%Recovery Qualifier Limits Prepared Analyzed Dil Fac
Lab Sample ID: LCS 570-445390/2-A Client Sample ID: Lab Control Sample Matrix: Solid Prep Type: Total/NA
Analysis Batch: 446654 Prep Batch: 445390
Diesel Range Organics
[C10-C28]
400 425.7 mg/Kg 106 80 - 130
Analyte

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
n-Octacosane (Surr) 60 - 138
Surrogate
96 LCS LCS
%Recovery Qualifier Limits
Lab Sample ID: LCSD 570-445390/3-A Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 446654 Prep Batch: 445390
Diesel Range Organics
[C10-C28]
400 430.5 mg/Kg 108 80 - 130 1 20
Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
n-Octacosane (Surr) 60 - 138
Surrogate
98 LCSD LCSD
%Recovery Qualifier Limits
Eurofins Calscience

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MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
n-Octacosane (Surr) 60 - 138
Surrogate
97 MSD MSD
%Recovery Qualifier Limits
Method: 6010B - Metals (ICP)
Lab Sample ID: MB 570-444414/1-A ^2 Client Sample ID: Method Blank Matrix: Solid Prep Type: Total/NA
Analysis Batch: 445207 Prep Batch: 444414
RL
Antimony ND 10.4 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Arsenic ND 3.13 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Barium ND 2.08 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Beryllium ND 0.417 mg/Kg 05/28/24 07:43 05/28/24 17:27 2 Cadmium ND 0.417 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Chromium ND 1.04 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Cobalt ND 2.08 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Copper ND 2.08 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Lead ND 2.08 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Molybdenum ND 4.17 mg/Kg 05/28/24 07:43 05/28/24 17:27 2 Nickel ND 2.08 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Selenium ND 3.13 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Silver ND 2.08 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Thallium ND 10.4 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Vanadium ND 4.17 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Zinc ND 4.17 mg/Kg 05/28/24 07:43 05/28/24 17:27 2
Lab Sample ID: LCS 570-444414/2-A ^2 Client Sample ID: Lab Control Sample Matrix: Solid Prep Type: Total/NA
Analysis Batch: 445207 Prep Batch: 444414
Antimony 200 197.5 mg/Kg 99 80 - 120
Analyte

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
Arsenic 200 197.5 mg/Kg 99 80 - 120
Barium 200 203.8 mg/Kg 102 80 - 120
Eurofins Calscience

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LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
Cadmium 200 199.4 mg/Kg 100 80 - 120
Chromium 200 205.4 mg/Kg 103 80 - 120
Cobalt 200 207.0 mg/Kg 104 80 - 120
Copper 200 210.2 mg/Kg 105 80 - 120
Lead 200 204.8 mg/Kg 102 80 - 120
Molybdenum 200 217.6 mg/Kg 109 80 - 120
Nickel 200 203.2 mg/Kg 102 80 - 120
Selenium 200 172.8 mg/Kg 86 80 - 120
Silver 100 101.8 mg/Kg 102 80 - 120
Thallium 200 196.6 mg/Kg 98 80 - 120
Vanadium 200 207.2 mg/Kg 104 80 - 120
Zinc 200 199.2 mg/Kg 100 80 - 120
Lab Sample ID: LCSD 570-444414/3-A ^2 Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 445207 Prep Batch: 444414
Antimony 192 194.8 mg/Kg 101 80 - 120 1 20
Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
Arsenic 192 193.5 mg/Kg 101 80 - 120 2 20
Barium 192 194.0 mg/Kg 101 80 - 120 5 20
Beryllium 192 194.0 mg/Kg 101 80 - 120 4 20
Cadmium 192 192.7 mg/Kg 100 80 - 120 3 20
Chromium 192 194.4 mg/Kg 101 80 - 120 5 20
Cobalt 192 197.9 mg/Kg 103 80 - 120 5 20
Copper 192 201.9 mg/Kg 105 80 - 120 4 20
Lead 192 196.2 mg/Kg 102 80 - 120 4 20
Molybdenum 192 207.3 mg/Kg 108 80 - 120 5 20
Nickel 192 192.0 mg/Kg 100 80 - 120 6 20
Selenium 192 175.5 mg/Kg 91 80 - 120 2 20
Silver 96.2 98.81 mg/Kg 103 80 - 120 3 20
Thallium 192 188.6 mg/Kg 98 80 - 120 4 20
Vanadium 192 196.2 mg/Kg 102 80 - 120 5 20
Zinc 192 193.3 mg/Kg 101 80 - 120 3 20
Lab Sample ID: 320-112126-A-15-I MS ^2 Client Sample ID: Matrix Spike Matrix: Solid Prep Type: Total/NA
Analysis Batch: 445207 Prep Batch: 444414
Antimony ND 217 202.2 mg/Kg 93 75 - 125
Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
Arsenic 4.06 217 207.9 mg/Kg 94 75 - 125
Barium 36.3 217 248.7 mg/Kg 98 75 - 125
Beryllium ND 217 210.4 mg/Kg 97 75 - 125
Cadmium ND 217 208.1 mg/Kg 96 75 - 125
Chromium 19.4 217 233.3 mg/Kg 98 75 - 125
Cobalt 4.96 217 216.1 mg/Kg 97 75 - 125
Copper 8.04 217 224.1 mg/Kg 99 75 - 125
Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: 6010B - Metals (ICP) (Continued)
Lab Sample ID: 320-112126-A-15-I MS ^2 Client Sample ID: Matrix Spike Matrix: Solid Prep Type: Total/NA
Analysis Batch: 445207 Prep Batch: 444414
Lead 3.23 217 213.5 mg/Kg 97 75 - 125
Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
Molybdenum ND 217 229.3 mg/Kg 106 75 - 125
Nickel 12.1 217 220.4 mg/Kg 96 75 - 125
Selenium ND 217 178.0 mg/Kg 82 75 - 125
Silver ND 109 105.9 mg/Kg 97 75 - 125
Thallium ND 217 201.9 mg/Kg 93 75 - 125
Vanadium 29.2 217 246.3 mg/Kg 100 75 - 125
Zinc 27.3 217 228.9 mg/Kg 93 75 - 125
Lab Sample ID: 320-112126-A-15-J MSD ^2 Client Sample ID: Matrix Spike Duplicate Matrix: Solid Prep Type: Total/NA
Analysis Batch: 445207 Prep Batch: 444414
Antimony ND 185 168.3 mg/Kg 91 75 - 125 18 20
Analyte

MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
Arsenic 4.06 185 180.6 mg/Kg 95 75 - 125 14 20
Barium 36.3 185 220.0 mg/Kg 99 75 - 125 12 20
Beryllium ND 185 180.3 mg/Kg 97 75 - 125 15 20
Cadmium ND 185 177.9 mg/Kg 96 75 - 125 16 20
Chromium 19.4 185 201.5 mg/Kg 98 75 - 125 15 20
Cobalt 4.96 185 185.6 mg/Kg 98 75 - 125 15 20
Copper 8.04 185 194.6 mg/Kg 101 75 - 125 14 20
Lead 3.23 185 182.8 mg/Kg 97 75 - 125 15 20
Molybdenum ND 185 198.9 mg/Kg 107 75 - 125 14 20
Nickel 12.1 185 190.4 mg/Kg 96 75 - 125 15 20
Selenium ND 185 152.4 mg/Kg 82 75 - 125 16 20
Silver ND 92.6 91.06 mg/Kg 98 75 - 125 15 20
Thallium ND 185 173.1 mg/Kg 93 75 - 125 15 20
Vanadium 29.2 185 216.9 mg/Kg 101 75 - 125 13 20
Zinc 27.3 185 200.7 mg/Kg 94 75 - 125 13 20
Method: 7471A - Mercury (CVAA)
Lab Sample ID: MB 570-443404/1-A Client Sample ID: Method Blank Matrix: Solid Prep Type: Total/NA
Analysis Batch: 444134 Prep Batch: 443404
RL
Mercury ND 0.0801 mg/Kg 05/22/24 17:20 05/24/24 10:27 1 MB MB
Analyte Result Qualifier Unit D Prepared Analyzed Dil Fac Lab Sample ID: LCS 570-443404/2-A Client Sample ID: Lab Control Sample Matrix: Solid Prep Type: Total/NA
Analysis Batch: 444134 Prep Batch: 443404
Mercury 0.408 0.3615 mg/Kg 89 80 - 120
Analyte

LCS LCS
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits
Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method: 7471A - Mercury (CVAA) (Continued)
Lab Sample ID: LCSD 570-443404/3-A Client Sample ID: Lab Control Sample Dup Matrix: Solid Prep Type: Total/NA
Analysis Batch: 444134 Prep Batch: 443404
Mercury 0.385 0.3512 mg/Kg 91 80 - 120 3 10
Analyte

LCSD LCSD
Result Qualifier Unit D %Rec
Spike
Added
%Rec
Limits RPD Limit
RPD
Lab Sample ID: 570-185009-A-1-F MS Client Sample ID: Matrix Spike Matrix: Solid Prep Type: Total/NA
Analysis Batch: 444134 Prep Batch: 443404
Mercury ND F1 0.377 0.2086 F1 mg/Kg 55 80 - 120
Analyte
MS MS
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits
Lab Sample ID: 570-185009-A-1-G MSD Client Sample ID: Matrix Spike Duplicate Matrix: Solid Prep Type: Total/NA
Analysis Batch: 444134 Prep Batch: 443404
Mercury ND F1 0.400 0.2205 F1 mg/Kg 55 80 - 120 6 20
Analyte

MSD MSD
Result Qualifier Unit D %Rec
Spike
Added
Sample
Result
Sample
Qualifier
%Rec
Limits RPD Limit
RPD
Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path

GC/MS VOA
Analysis Batch: 442487
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-185066-1 SS-1 Total/NA Solid 8260B 442518
570-185066-2 SS-2 Total/NA Solid 8260B 442518
MB 570-442518/3-A Method Blank Total/NA Solid 8260B 442518 LCS 570-442518/1-A Lab Control Sample Total/NA Solid 8260B 442518 LCSD 570-442518/2-A Lab Control Sample Dup Total/NA Solid 8260B 442518 570-185066-1 MS SS-1 Total/NA Solid 8260B 442518
570-185066-1 MSD SS-1 Total/NA Solid 8260B 442518
Prep Batch: 442518
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-185066-1 SS-1 Total/NA Solid 5030C
570-185066-2 SS-2 Total/NA Solid 5030C
MB 570-442518/3-A Method Blank Total/NA Solid 5030C
LCS 570-442518/1-A Lab Control Sample Total/NA Solid 5030C LCSD 570-442518/2-A Lab Control Sample Dup Total/NA Solid 5030C 570-185066-1 MS SS-1 Total/NA Solid 5030C
570-185066-1 MSD SS-1 Total/NA Solid 5030C
GC Semi VOA
Prep Batch: 445390
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-185066-1 SS-1 Total/NA Solid 3550C
570-185066-2 SS-2 Total/NA Solid 3550C
MB 570-445390/1-A Method Blank Total/NA Solid 3550C
LCS 570-445390/2-A Lab Control Sample Total/NA Solid 3550C LCSD 570-445390/3-A Lab Control Sample Dup Total/NA Solid 3550C 570-185066-1 MS SS-1 Total/NA Solid 3550C
570-185066-1 MSD SS-1 Total/NA Solid 3550C
Analysis Batch: 446654
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-185066-1 SS-1 Total/NA Solid 8015B 445390
570-185066-2 SS-2 Total/NA Solid 8015B 445390
MB 570-445390/1-A Method Blank Total/NA Solid 8015B 445390 LCS 570-445390/2-A Lab Control Sample Total/NA Solid 8015B 445390 LCSD 570-445390/3-A Lab Control Sample Dup Total/NA Solid 8015B 445390 570-185066-1 MS SS-1 Total/NA Solid 8015B 445390
570-185066-1 MSD SS-1 Total/NA Solid 8015B 445390
Metals
Prep Batch: 443404
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-185066-1 SS-1 Total/NA Solid 7471A
570-185066-2 SS-2 Total/NA Solid 7471A
MB 570-443404/1-A Method Blank Total/NA Solid 7471A
LCS 570-443404/2-A Lab Control Sample Total/NA Solid 7471A LCSD 570-443404/3-A Lab Control Sample Dup Total/NA Solid 7471A 570-185009-A-1-F MS Matrix Spike Total/NA Solid 7471A
570-185009-A-1-G MSD Matrix Spike Duplicate Total/NA Solid 7471A Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Metals
Analysis Batch: 444134
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-185066-1 SS-1 Total/NA Solid 7471A 443404
570-185066-2 SS-2 Total/NA Solid 7471A 443404
MB 570-443404/1-A Method Blank Total/NA Solid 7471A 443404 LCS 570-443404/2-A Lab Control Sample Total/NA Solid 7471A 443404 LCSD 570-443404/3-A Lab Control Sample Dup Total/NA Solid 7471A 443404 570-185009-A-1-F MS Matrix Spike Total/NA Solid 7471A 443404 570-185009-A-1-G MSD Matrix Spike Duplicate Total/NA Solid 7471A 443404 Prep Batch: 444414
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-185066-1 SS-1 Total/NA Solid 3051A
570-185066-2 SS-2 Total/NA Solid 3051A
MB 570-444414/1-A ^2 Method Blank Total/NA Solid 3051A
LCS 570-444414/2-A ^2 Lab Control Sample Total/NA Solid 3051A LCSD 570-444414/3-A ^2 Lab Control Sample Dup Total/NA Solid 3051A 320-112126-A-15-I MS ^2 Matrix Spike Total/NA Solid 3051A 320-112126-A-15-J MSD ^2 Matrix Spike Duplicate Total/NA Solid 3051A Analysis Batch: 445207
Lab Sample ID Client Sample ID Prep Type Matrix Method Prep Batch 570-185066-1 SS-1 Total/NA Solid 6010B 444414
570-185066-2 SS-2 Total/NA Solid 6010B 444414
MB 570-444414/1-A ^2 Method Blank Total/NA Solid 6010B 444414 LCS 570-444414/2-A ^2 Lab Control Sample Total/NA Solid 6010B 444414 LCSD 570-444414/3-A ^2 Lab Control Sample Dup Total/NA Solid 6010B 444414 320-112126-A-15-I MS ^2 Matrix Spike Total/NA Solid 6010B 444414 320-112126-A-15-J MSD ^2 Matrix Spike Duplicate Total/NA Solid 6010B 444414 Eurofins Calscience

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Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Client Sample ID: SS-1 Lab Sample ID: 570-185066-1
Date Collected: 05/15/24 11:45 Matrix: Solid
Date Received: 05/17/24 15:10
Prep 5030C 442518 05/20/24 18:42 B7TT EET CAL 4
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 5.09 g 5 mL
Total/NA Analysis 8260B 1 5 g 5 mL 442487 05/20/24 20:40 B7TT EET CAL 4 Instrument ID: GCMSGGG
Total/NA Prep 3550C 10.29 g 10 mL 445390 05/29/24 14:16 NV8K EET CAL 4 Total/NA Analysis 8015B 1 10 mL 10 mL 446654 06/02/24 10:56 SP9M EET CAL 4 Instrument ID: GC47
Total/NA Prep 3051A 0.46 g 50 mL 444414 05/28/24 07:43 RL6Q EET CAL 4 Total/NA Analysis 6010B 2 445207 05/28/24 19:01 K1UV EET CAL 4 Instrument ID: ICP11
Total/NA Prep 7471A 0.48 g 50 mL 443404 05/22/24 17:20 VCN7 EET CAL 4 Total/NA Analysis 7471A 1 444134 05/24/24 10:55 ECX6 EET CAL 4 Instrument ID: HG7
Client Sample ID: SS-2 Lab Sample ID: 570-185066-2
Date Collected: 05/16/24 11:02 Matrix: Solid
Date Received: 05/17/24 15:10
Prep 5030C 442518 05/20/24 18:42 B7TT EET CAL 4
Type
Batch
Method
Batch
Prep Type Run Analyst Lab
Prepared
or Analyzed
Initial
Amount Amount
Final Batch
Factor Number
Dil
Total/NA 5.04 g 5 mL
Total/NA Analysis 8260B 1 5 g 5 mL 442487 05/21/24 00:16 B7TT EET CAL 4 Instrument ID: GCMSGGG
Total/NA Prep 3550C 10.38 g 10 mL 445390 05/29/24 14:16 NV8K EET CAL 4 Total/NA Analysis 8015B 1 10 mL 10 mL 446654 06/02/24 11:17 SP9M EET CAL 4 Instrument ID: GC47
Total/NA Prep 3051A 0.51 g 50 mL 444414 05/28/24 07:43 RL6Q EET CAL 4 Total/NA Analysis 6010B 2 445207 05/28/24 19:03 K1UV EET CAL 4 Instrument ID: ICP11
Total/NA Prep 7471A 0.52 g 50 mL 443404 05/22/24 17:20 VCN7 EET CAL 4 Total/NA Analysis 7471A 1 444134 05/24/24 10:57 ECX6 EET CAL 4 Instrument ID: HG7
Laboratory References:

EET CAL 4 = Eurofins Calscience Tustin, 2841 Dow Avenue, Tustin, CA 92780, TEL (714)895-5494 Eurofins Calscience

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15 Accreditation/Certification Summary
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Laboratory: Eurofins Calscience
Unless otherwise noted, all analytes for this laboratory were covered under each accreditation/certification below.

Authority Program Identification Number Expiration Date California State 3082 07-31-24
The following analytes are included in this report, but the laboratory is not certified by the governing authority. This list may include analytes for which the agency does not offer certification.

Analysis Method Prep Method Matrix Analyte
8260B 5030C Solid 1,1,2-Trichloro-1,2,2-trifluoroethane 8260B 5030C Solid 1,1-Dichloropropene
8260B 5030C Solid 1,2,3-Trichlorobenzene
8260B 5030C Solid 1,2,4-Trimethylbenzene
8260B 5030C Solid 1,3,5-Trimethylbenzene
8260B 5030C Solid 1,3-Dichloropropane
8260B 5030C Solid 2,2-Dichloropropane
8260B 5030C Solid 2-Butanone (MEK)
8260B 5030C Solid 2-Chlorotoluene
8260B 5030C Solid 2-Hexanone
8260B 5030C Solid Acetone
8260B 5030C Solid Isopropylbenzene
8260B 5030C Solid p-Isopropyltoluene
8260B 5030C Solid Vinyl acetate
Eurofins Calscience

Page 31 of 35 ends

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15 Method Summary
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Method Method Description Protocol Laboratory
8260B Volatile Organic Compounds (GC/MS) SW846 EET CAL 4 8015B Diesel Range Organics (DRO) (GC) SW846 EET CAL 4
6010B Metals (ICP) SW846 EET CAL 4
7471A Mercury (CVAA) SW846 EET CAL 4
3051A Preparation, Metals, Microwave Assisted SW846 EET CAL 4 3550C Ultrasonic Extraction SW846 EET CAL 4
5030C Purge and Trap SW846 EET CAL 4
7471A Preparation, Mercury SW846 EET CAL 4
Protocol References:

SW846 = "Test Methods For Evaluating Solid Waste, Physical/Chemical Methods", Third Edition, November 1986 And Its Updates.

Laboratory References:

EET CAL 4 = Eurofins Calscience Tustin, 2841 Dow Avenue, Tustin, CA 92780, TEL (714)895-5494 Eurofins Calscience

Page 32 of 35 ends

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15 Sample Summary
Client: Geosyntec Consultants Inc Job ID: 570-185066-1
Project/Site: SC1303 SJC Bikeway Path
Lab Sample ID Client Sample ID Matrix Collected Received 570-185066-1 SS-1 Solid 05/15/24 11:45 05/17/24 15:10
570-185066-2 SS-2 Solid 05/16/24 11:02 05/17/24 15:10
Eurofins Calscience Page 33 of 35 6/3/2024
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15

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123456789
10 11
12 13
14 15
Login Sample Receipt Checklist
Client: Geosyntec Consultants Inc Job Number: 570-185066-1 Login Number: 185066
Question Answer Comment
Creator: Vitente, Precy
List Source: Eurofins Calscience
List Number: 1
Radioactivity wasn't checked or is </= background as measured by a survey N/A meter.

The cooler's custody seal, if present, is intact. True
Sample custody seals, if present, are intact. True
The cooler or samples do not appear to have been compromised or True tampered with.

Samples were received on ice. True
Cooler Temperature is acceptable. True
Cooler Temperature is recorded. True
COC is present. True
COC is filled out in ink and legible. True
COC is filled out with all pertinent information. True
Is the Field Sampler's name present on COC? True
There are no discrepancies between the containers received and the COC. True Samples are received within Holding Time (excluding tests with immediate True HTs)
Sample containers have legible labels. True
Containers are not broken or leaking. True
Sample collection date/times are provided. True
Appropriate sample containers are used. True
Sample bottles are completely filled. True
Sample Preservation Verified. True
There is sufficient vol. for all requested analyses, incl. any requested True MS/MSDs
Containers requiring zero headspace have no headspace or bubble is True <6mm (1/4").

Multiphasic samples are not present. True
Samples do not require splitting or compositing. True
Residual Chlorine Checked. N/A
Eurofins Calscience Page 35 of 35 6/3/2024
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15 SC1303/02/SC1303/SJC Bikeway Geotechnical Report_FINAL 6/12/2025 APPENDIX F – Geotechnical
Laboratory Results
Client: Geosyntec Consultants, Inc. AP Lab No.: 24-0541 Project Name: SJC Bikeway Test Date: 05/28/24
Project Number: SC1303
Boring Sample Percent Fines
No. No. (%)
B-1 S-4 10.5-11 68.0
B-1 S-8 26-26.5 76.1
B-1 S-9 30-31.5 80.9
B-2 S-6 15-16.5 44.5
B-2 S-11 40-41.5 73.7
B-2 S-12 45-46.5 11.7
PERCENT PASSING NO. 200 SIEVE
Depth
(ft)
ASTM D1140
Client Name: Geosyntec Consultants, Inc. Tested By: DK Date: 05/29/24 Project Name: SJC Bikeway Computed By: JG Date: 05/30/24 Project No.: SC1303 Checked By: AP Date: 06/04/24

PROCEDURE USED
Wet Preparation
X Dry Preparation
X Procedure A
Multipoint Test
Procedure B
One-point Test
Symbol Boring
Number
Sample
Number
Depth
(feet) LL PL PI
Plasticity
Chart
Symbol
♦ B-1 S-4 10.5-11 27 20 7 CL-ML
▲ B-1 S-7 20-21.5 33 25 8 ML

ATTERBERG LIMITS
ASTM D 4318
CL-ML
CL
ML or OL
CH or OH
MH or OH
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100

PLASTICITY INDEX (PI)

LIQUID LIMIT (LL)
20 25
30 35
40 10 100
Moisture Content (%)
Number of Blows
25 Client Name: Geosyntec Consultants, Inc. Tested By: DK Date: 05/29/24 Project Name: SJC Bikeway Computed By: JG Date: 05/30/24 Project No.: SC1303 Checked By: AP Date: 06/04/24

PROCEDURE USED
Wet Preparation
X Dry Preparation
X Procedure A
Multipoint Test
Procedure B
One-point Test
Symbol Boring
Number
Sample
Number
Depth
(feet) LL PL PI
Plasticity
Chart
Symbol
♦ B-1 S-12A 45.5-46 43 23 20 CL
▲ B-1 S-12 46-46.5 33 22 11 CL

ATTERBERG LIMITS
ASTM D 4318
CL-ML
CL
ML or OL
CH or OH
MH or OH
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100

PLASTICITY INDEX (PI)

LIQUID LIMIT (LL)
30 35
40 45
50 10 100
Moisture Content (%)
Number of Blows
25 Client Name: Geosyntec Consultants, Inc. Tested By: DK Date: 05/29/24 Project Name: SJC Bikeway Computed By: JG Date: 05/30/24 Project No.: SC1303 Checked By: AP Date: 06/04/24

PROCEDURE USED
Wet Preparation
X Dry Preparation
X Procedure A
Multipoint Test
Procedure B
One-point Test
Symbol Boring
Number
Sample
Number
Depth
(feet) LL PL PI
Plasticity
Chart
Symbol
♦ B-2 S-5 12-12.5 30 22 8 CL
▲ B-2 S-11 40-41.5 32 21 11 CL

ATTERBERG LIMITS
ASTM D 4318
CL-ML
CL
ML or OL
CH or OH
MH or OH
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100

PLASTICITY INDEX (PI)

LIQUID LIMIT (LL)
20 25
30 35
40 10 100
Moisture Content (%)
Number of Blows
25 ASTM D2216 and ASTM D7263 (Method B)
Client: Geosyntec Consultants, Inc. AP Lab No.: 24-0541 Project Name: SJC Bikeway Test Date: 05/28/24
Project No.: SC1303
Boring Sample Sample Moisture Dry Density
No. No. Depth (ft.) Content (%) (pcf)
B-1 S-4 10.5-11 19.9 105.3
B-1 S-8 26-26.5 24.7 96.5
B-1 S-12 46-46.5 29.4 92.4
B-2 S-5 12-12.5 18.3 105.4
B-2 S-9 31-31.5 24.3 91.2

MOISTURE AND DENSITY TEST RESULTS
Project Name: SJC Bikeway Tested By: AP Date: 05/30/24
Project No.: SC1303 Computed By: JP Date: 06/04/24
Boring No.: B‐1 Checked by: AP Date: 06/04/24
Sample No.: S‐8 Depth (ft): 26‐26.5
Sample Type: Mod. Cal.

Soil Description: Clay w/sand
Test Condition: Inundated Shear Type: Regular
Wet
Unit Weight
(pcf)
Dry
Unit Weight
(pcf)
Initial
Moisture
Content (%)
Final
Moisture
Content (%)
Initial Degree
Saturation
(%)
Final Degree
Saturation
(%)
Normal
Stress
(ksf)
Peak
Shear
Stress (ksf)
Ultimate
Shear
Stress (ksf)
2 1.260 1.200
3 1.776 1.680
4 2.352 2.268

DIRECT SHEAR TEST RESULTS
ASTM D 3080
119.0 95.5 24.7 28.2 87 99
0 1
2 3
0 0.1 0.2 0.3
Shear Stress (ksf)
Shear Deformation (Inches)
2 ksf 3 ksf 4 ksf
0 1
2 3
4 012345678
Shear Stress (ksf)
Normal Stress (ksf)
Peak: C=300 psf; ɸ=27˚
Ultimate: C=200 psf; ɸ=27˚
Normal Stress:

Project Name: SJC Bikeway Tested By: AP Date: 05/30/24
Project No.: SC1303 Computed By: JP Date: 06/04/24
Boring No.: B‐1 Checked by: AP Date: 06/04/24
Sample No.: S‐12 Depth (ft): 46‐46.5
Sample Type: Mod. Cal.

Soil Description: Sandy Lean Clay
Test Condition: Inundated Shear Type: Regular
Wet
Unit Weight
(pcf)
Dry
Unit Weight
(pcf)
Initial
Moisture
Content (%)
Final
Moisture
Content (%)
Initial Degree
Saturation
(%)
Final Degree
Saturation
(%)
Normal
Stress
(ksf)
Peak
Shear
Stress (ksf)
Ultimate
Shear
Stress (ksf)
2 1.224 1.106
4 2.028 2.028
6 3.154 3.128

DIRECT SHEAR TEST RESULTS
ASTM D 3080
120.6 93.1 29.4 29.9 98 100
0 1
2 3
4 0 0.1 0.2 0.3
Shear Stress (ksf)
Shear Deformation (Inches)
2 ksf 4 ksf 6 ksf
0 1
2 3
4 5
0 1 2 3 4 5 6 7 8 9 10
Shear Stress (ksf)
Normal Stress (ksf)
Peak: C=250 psf; ɸ=26˚
Ultimate: C=200 psf; ɸ=26˚
Normal Stress:

Project Name: SJC Bikeway Tested By: AP Date: 05/30/24
Project No.: SC1303 Computed By: JP Date: 06/04/24
Boring No.: B‐2 Checked by: AP Date: 06/04/24
Sample No.: S‐5 Depth (ft): 12‐12.5
Sample Type: Mod. Cal.

DIRECT SHEAR TEST RESULTS
ASTM D 3080
125.4 106.0 18.3 21.6 84 99
0 1
2 3
0 0.1 0.2 0.3
Shear Stress (ksf)
Shear Deformation (Inches)
1 ksf 2 ksf 3 ksf
0 1
2 3
4 012345678
Shear Stress (ksf)
Normal Stress (ksf)
Peak: C=350 psf; ɸ=29˚
Ultimate: C=150 psf; ɸ=29˚
Normal Stress:

CORROSION TEST RESULTS
Client Name: Geosyntec Consultants, Inc. AP Job No.: 24-0541 Project Name: SJC Bikeway Date: 05/28/24
Project No.: SC1303
Boring Sample Depth Soil pH Sulfate Content Chloride Content No. No. (feet) Description (ppm) (ppm)
B-1 BB-1 0.5-5 Silty Sand
w/gravel 9.1 82 21

NOTES: Resistivity Test and pH: California Test Method 643 Sulfate Content : California Test Method 417
Chloride Content : California Test Method 422
ND = Not Detectable
NA = Not Sufficient Sample
NR = Not Requested
Minimum
(ohm-cm)
3,807
Resistivity
Project Name: San Jose Creek Multi-Use Bikeway Tested By:

Project Number: SC1303 Computed By:

Boring No.: P-2 Checked By:

Sample No.: BB-1 Depth (ft.): 0-3
Location: N/A
Soil Description: Silty Sand
Mold Number G I H
Water Added, g 81 70 61
Compact Moisture(%) 11.9 10.8 10.0
Compaction Gage Pressure, psi 250 250 250
Exudation Pressure, psi 110 380 696
Sample Height, Inches 2.5 2.5 2.5
Gross Weight Mold, g 2937 2936 2938
Tare Weight Mold, g 1826 1817 1835
Net Sample Weight, g 1112 1118 1103
Expansion, inchesx10-4 0 7 20
Stability 2,000 (160 psi) 16/32 12/22 10/18
Turns Displacement 5.67 5.37 5.25
R-Value Uncorrected 64 74 79
R-Value Corrected 64 74 79
Dry Density, pcf 120.4 122.3 121.5
Traffic Index 8.0 8.0 8.0
G.E. by Stability 0.69 0.49 0.40
G.E. by Expansion 0.00 0.02 0.07
Date:
72 72
AP 12/30/24
(by Exudation)

R-VALUE TEST DATA
ASTM D2844
12/21/24
Date:

KM Date:

ST 12/20/24
Gf = 1.34, and 0.4 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
*N/A

R-VALUE
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
Project Name: San Jose Creek Multi-Use Bikeway Tested By:

Project Number: SC1303 Computed By:

Boring No.: P-4 Checked By:

Sample No.: BB-1 Depth (ft.): 0-3
Location: N/A
Soil Description: Silty Sand
Mold Number D E F
Water Added, g 66 76 85
Compact Moisture(%) 11.5 12.5 13.3
Compaction Gage Pressure, psi 250 250 250
Exudation Pressure, psi 403 245 136
Sample Height, Inches 2.6 2.5 2.5
Gross Weight Mold, g 3114 3056 2991
Tare Weight Mold, g 1953 1963 1867
Net Sample Weight, g 1160 1093 1123
Expansion, inchesx10-4 40 14 2
Stability 2,000 (160 psi) 10/26 16/36 24/54
Turns Displacement 5.36 5.00 4.78
R-Value Uncorrected 71 63 51
R-Value Corrected 73 63 51
Dry Density, pcf 121.3 117.7 120.1
Traffic Index 8.0 8.0 8.0
G.E. by Stability 0.52 0.70 0.94
G.E. by Expansion 0.13 0.05 0.01
Date:
67 67
AP 12/30/24
(by Exudation)

R-VALUE TEST DATA
ASTM D2844
12/20/24
Date:

KM Date:

ST 12/19/24
Gf = 1.34, and 0.3 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
*N/A

R-VALUE
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
Project Name: San Jose Creek Multi-Use Bikeway Tested By:

Project Number: SC1303 Computed By:

Boring No.: P-6 Checked By:

Sample No.: BB-1 Depth (ft.): 0-3
Location: N/A
Soil Description: Silty Sand
Mold Number A B C
Water Added, g 95 85 74
Compact Moisture(%) 12.6 11.6 10.5
Compaction Gage Pressure, psi 250 250 250
Exudation Pressure, psi 161 322 569
Sample Height, Inches 2.5 2.6 2.6
Gross Weight Mold, g 3071 3093 3096
Tare Weight Mold, g 1965 1965 1966
Net Sample Weight, g 1106 1128 1129
Expansion, inchesx10-4 6 24 62
Stability 2,000 (160 psi) 14/28 12/24 10/20
Turns Displacement 5.73 5.46 5.41
R-Value Uncorrected 67 72 76
R-Value Corrected 67 74 77
Dry Density, pcf 119.1 117.8 119.1
Traffic Index 8.0 8.0 8.0
G.E. by Stability 0.62 0.50 0.43
G.E. by Expansion 0.02 0.08 0.21
Gf = 1.34, and 0.4 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
*N/A

R-VALUE

R-VALUE TEST DATA
ASTM D2844
12/21/24
Date:

KM Date:

ST 12/20/24
Date:
73 73
AP 12/30/24
(by Exudation)
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
Project Name: San Jose Creek Multi-Use Bikeway Tested By:

Project Number: SC1303 Computed By:

Boring No.: P-8 Checked By:

Sample No.: BB-1 Depth (ft.): 0-3
Location: N/A
Soil Description: Silty Sand w/gravel
Mold Number H I G
Water Added, g 68 63 56
Compact Moisture(%) 11.4 10.9 10.2
Compaction Gage Pressure, psi 250 250 250
Exudation Pressure, psi 153 230 489
Sample Height, Inches 2.5 2.5 2.6
Gross Weight Mold, g 2978 2944 2976
Tare Weight Mold, g 1835 1817 1826
Net Sample Weight, g 1143 1127 1150
Expansion, inchesx10-4 8 11 28
Stability 2,000 (160 psi) 29/60 18/36 10/20
Turns Displacement 5.43 4.76 4.50
R-Value Uncorrected 43 64 80
R-Value Corrected 43 64 81
Dry Density, pcf 124.4 123.1 121.6
Traffic Index 8.0 8.0 8.0
G.E. by Stability 1.08 0.68 0.36
G.E. by Expansion 0.03 0.04 0.09
Date:
70 70
AP 12/30/24
(by Exudation)

R-VALUE TEST DATA
ASTM D2844
12/20/24
Date:

KM Date:

ST 12/19/24
Gf = 1.34, and 2.0 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
*N/A

R-VALUE
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
Project Name: San Jose Creek Multi-Use Bikeway Tested By:

Project Number: SC1303 Computed By:

Boring No.: P-9 Checked By:

Sample No.: BB-1 Depth (ft.): 0-3
Location: N/A
Soil Description: Sandy Silt w/gravel
Mold Number B A C
Water Added, g 22 30 46
Compact Moisture(%) 9.8 10.6 12.1
Compaction Gage Pressure, psi 250 250 250
Exudation Pressure, psi 579 339 107
Sample Height, Inches 2.5 2.5 2.5
Gross Weight Mold, g 3081 3090 3080
Tare Weight Mold, g 1965 1965 1966
Net Sample Weight, g 1116 1125 1113
Expansion, inchesx10-4 48 29 8
Stability 2,000 (160 psi) 8/20 19/48 30/80
Turns Displacement 4.51 4.75 4.90
R-Value Uncorrected 80 55 34
R-Value Corrected 80 55 34
Dry Density, pcf 123.2 123.2 120.3
Traffic Index 8.0 8.0 8.0
G.E. by Stability 0.39 0.86 1.27
G.E. by Expansion 0.16 0.10 0.03
Date:
51 51
AP 12/30/24
(by Exudation)

R-VALUE TEST DATA
ASTM D2844
12/20/24
Date:

KM Date:

ST 12/19/24
Gf = 1.34, and 2.4 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
*N/A

R-VALUE
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
Project Name: San Jose Creek Multi-Use Bikeway Tested By:

Project Number: SC1303 Computed By:

Boring No.: P-11 Checked By:

Sample No.: BB-1 Depth (ft.): 0-3
Location: N/A
Soil Description: Silty Sand
Mold Number D F E
Water Added, g 61 55 53
Compact Moisture(%) 12.3 11.7 11.5
Compaction Gage Pressure, psi 250 250 250
Exudation Pressure, psi 189 308 488
Sample Height, Inches 2.5 2.5 2.5
Gross Weight Mold, g 3054 2994 3075
Tare Weight Mold, g 1953 1867 1963
Net Sample Weight, g 1100 1126 1112
Expansion, inchesx10-4 6 16 20
Stability 2,000 (160 psi) 14/24 12/22 11/20
Turns Displacement 5.75 5.73 5.70
R-Value Uncorrected 71 73 75
R-Value Corrected 71 73 75
Dry Density, pcf 118.7 122.2 120.9
Traffic Index 8.0 8.0 8.0
G.E. by Stability 0.55 0.51 0.47
G.E. by Expansion 0.02 0.05 0.07
Date:
73 73
AP 12/30/24
(by Exudation)

R-VALUE TEST DATA
ASTM D2844
12/21/24
Date:

KM Date:

ST 12/20/24
Gf = 1.34, and 1.4 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
*N/A

R-VALUE
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
Project Name: San Jose Creek Multi-Use Bikeway Tested By:

Project Number: SC1303 Computed By:

Boring No.: P-12 Checked By:

Sample No.: BB-1 Depth (ft.): 0-3
Location: N/A
Soil Description: Sandy Silt w/gravel
Mold Number D E F
Water Added, g 50 40 31
Compact Moisture(%) 12.7 11.7 10.8
Compaction Gage Pressure, psi 250 250 250
Exudation Pressure, psi 154 271 396
Sample Height, Inches 2.4 2.4 2.4
Gross Weight Mold, g 3036 3054 2962
Tare Weight Mold, g 1953 1963 1867
Net Sample Weight, g 1082 1091 1095
Expansion, inchesx10-4 1 10 20
Stability 2,000 (160 psi) 36/88 28/62 13/26
Turns Displacement 5.32 4.88 4.90
R-Value Uncorrected 28 45 72
R-Value Corrected 26 42 70
Dry Density, pcf 121.3 123.3 124.8
Traffic Index 8.0 8.0 8.0
G.E. by Stability 1.41 1.10 0.57
G.E. by Expansion 0.00 0.03 0.07
Date:
48 48
AP 12/30/24
(by Exudation)

R-VALUE TEST DATA
ASTM D2844
12/19/24
Date:

KM Date:

ST 12/18/24
Gf = 1.34, and 3.8 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
*N/A

R-VALUE
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
Project Name: San Jose Creek Multi-Use Bikeway Tested By:

Project Number: SC1303 Computed By:

Boring No.: P-16 Checked By:

Sample No.: BB-1 Depth (ft.): 0-3
Location: N/A
Soil Description: Silty Sand w/gravel
Mold Number G H I
Water Added, g 55 46 35
Compact Moisture(%) 10.6 9.7 8.6
Compaction Gage Pressure, psi 250 250 250
Exudation Pressure, psi 129 231 447
Sample Height, Inches 2.3 2.3 2.3
Gross Weight Mold, g 2911 2930 2917
Tare Weight Mold, g 1826 1835 1817
Net Sample Weight, g 1086 1095 1100
Expansion, inchesx10-4 007
Stability 2,000 (160 psi) 25/50 15/30 9/17
Turns Displacement 4.77 4.47 5.11
R-Value Uncorrected 54 71 80
R-Value Corrected 49 67 78
Dry Density, pcf 129.4 131.5 133.4
Traffic Index 8.0 8.0 8.0
G.E. by Stability 0.98 0.63 0.42
G.E. by Expansion 0.00 0.00 0.02
Date:
72 72
AP 12/30/24
(by Exudation)

R-VALUE TEST DATA
ASTM D2844
12/19/24
Date:

KM Date:

ST 12/18/24
Gf = 1.34, and 10.5 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
*N/A

R-VALUE
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
Project Name: San Jose Creek Multi-Use Bikeway Tested By:

Project Number: SC1303 Computed By:

Boring No.: P-18 Checked By:

Sample No.: BB-1 Depth (ft.): 0-3
Location: N/A
Soil Description: Silty Sand w/gravel
Mold Number B C A
Water Added, g 56 50 46
Compact Moisture(%) 8.6 8.0 7.6
Compaction Gage Pressure, psi 250 250 250
Exudation Pressure, psi 149 298 472
Sample Height, Inches 2.4 2.4 2.4
Gross Weight Mold, g 3058 3064 3062
Tare Weight Mold, g 1965 1967 1965
Net Sample Weight, g 1093 1098 1097
Expansion, inchesx10-4 036
Stability 2,000 (160 psi) 17/30 12/21 7/12
Turns Displacement 5.08 4.97 4.82
R-Value Uncorrected 68 77 86
R-Value Corrected 66 76 85
Dry Density, pcf 127.1 128.3 128.7
Traffic Index 8.0 8.0 8.0
G.E. by Stability 0.65 0.46 0.28
G.E. by Expansion 0.00 0.01 0.02
Date:
76 76
AP 12/30/24
(by Exudation)

R-VALUE TEST DATA
ASTM D2844
12/19/24
Date:

KM Date:

ST 12/18/24
Gf = 1.34, and 9.9 %
Retained on the ¾"
*Not Applicable
Remarks
By Exudation:

By Expansion:

At Equilibrium:
*N/A

R-VALUE
0 10
20 30
40 50
60 70
80 90
100
800 700 600 500 400 300 200 100 0

R-VALUE

EXUDATION PRESSURE - PSI

0.00 1.00

2.00 3.00

4.00 0.00 1.00 2.00 3.00 4.00
COVER THICKNESS BY STABILOMETER (FT.)
COVER THICKNESS BY EXPANSION (FT.)
SC1303/02/SC1303/SJC Bikeway Geotechnical Report_FINAL 6/12/2025 APPENDIX G – ASCE 7 Hazard
Report Output
ASCE Hazards Report
Address:

No Address at This Location
Standard: ASCE/SEI 7-16 Latitude: 34.064372
Risk Category: II Longitude: -117.796128
Soil Class: D - Stiff Soil Elevation: 785.3178841295154 ft (NAVD 88)
https://ascehazardtool.org/ Page 1 of 3 Fri May 09 2025 SS : 1.73
S1 : 0.628
Fa : 1
Fv : N/A
SMS : 1.73
SM1 : N/A
SDS : 1.153
SD1 : N/A
TL : 8
PGA : 0.738
PGA M : 0.812
FPGA : 1.1
Ie : 1
Cv : 1.446
Seismic
Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Stiff Soil
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Thu May 08 2025
https://ascehazardtool.org/ Page 2 of 3 Fri May 09 2025 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.
https://ascehazardtool.org/ Page 3 of 3 Fri May 09 2025 SC1303/02/SC1303/SJC Bikeway Geotechnical Report_FINAL 6/12/2025 APPENDIX H – Caltrans ARS
Report Output
ARS Online V4.0 results for Latitude: 34.064372° Longitude: -117.796128° Vs30: 250 m/s Return period: 975 years (5% damping)
Period(s) Sa(g) Near-fault amp Design Sa(g)
0 0.66 1 0.66

0.05 0.76 1 0.76

0.10 1.12 1 1.12

0.15 1.35 1 1.35

0.20 1.5 1 1.5

0.25 1.6 1 1.6

0.30 1.67 1 1.67

0.40 1.66 1 1.66

0.50 1.58 1 1.58

0.75 1.27 1.08 1.37

1.0 1.05 1.16 1.21

1.5 0.75 1.16 0.86

2.0 0.56 1.16 0.65

3.0 0.36 1.16 0.42

4.0 0.25 1.16 0.29

5.0 0.19 1.16 0.22

7.5 0.11 1.16 0.12

10.0 0.07 1.16 0.08
Copy table
Deaggregation Results
Period(s) Mmean Rmean
(km) ε
PGA 6.75 13.46 1.21

1.0 7.25 17.22 1.11
Note: Peak ground acceleration (PGA) is equal to the spectral acceleration (Sa) at a period of 0.

Mmean = Mean Moment Magnitude
Rmean = Mean site-source distance
ε = number of standard deviations for logarithmic spectral acceleration New Analysis
0 1 2 3 4 5
0 0.5
1 1.5
2 Design Spectrum (5% damping)
Period(s)
Design Sa(g)
5/9/25, 4:18 PM arsonline.dot.ca.gov/index.php/home/output https://arsonline.dot.ca.gov/index.php/home/output 1/1
ARS Online V4.0 results for Latitude: 34.064372° Longitude: -117.796128° Vs30: 310 m/s Return period: 975 years (5% damping)
Period(s) Sa(g) Near-fault amp Design Sa(g)
0 0.69 1 0.69

0.05 0.82 1 0.82

0.10 1.21 1 1.21

0.15 1.47 1 1.47

0.20 1.6 1 1.6

0.25 1.68 1 1.68

0.30 1.71 1 1.71

0.40 1.64 1 1.64

0.50 1.53 1 1.53

0.75 1.19 1.08 1.29

1.0 0.94 1.17 1.09

1.5 0.63 1.17 0.74

2.0 0.46 1.17 0.54

3.0 0.29 1.17 0.34

4.0 0.21 1.17 0.24

5.0 0.16 1.17 0.18

7.5 0.09 1.17 0.11

10.0 0.06 1.17 0.07
Copy table
Deaggregation Results
Period(s) Mmean Rmean
(km) ε
PGA 6.77 12.87 1.17

1.0 7.25 16.52 1.07
Note: Peak ground acceleration (PGA) is equal to the spectral acceleration (Sa) at a period of 0.

Mmean = Mean Moment Magnitude
Rmean = Mean site-source distance
ε = number of standard deviations for logarithmic spectral acceleration New Analysis
0 1 2 3 4 5
0 0.5
1 1.5
2 Design Spectrum (5% damping)
Period(s)
Design Sa(g)
5/9/25, 4:16 PM arsonline.dot.ca.gov/index.php/home/output https://arsonline.dot.ca.gov/index.php/home/output 1/1
Appendix E
Hydrology Report

June 29, 2023
Revised October 7, 2024

PRESENTED TO PRESENTED BY
City of Pomona

Craftwater Engineering, Inc.

San Diego | Los Angeles
Tel 805.729.0943
www.craftwaterinc.com

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project ii

CONTENTS
Contents ..................................................................................................................................................................... ii 1 Introduction and Existing Conditions .................................................................................................................4

1.1 Project Background ....................................................................................................................................4

1.1.1 Project Goal and Objectives ...............................................................................................................4

1.2 Existing Site Conditions ..............................................................................................................................4

1.2.1 Site View .............................................................................................................................................4

1.2.2 Storm Drain Data Review and Mapping .............................................................................................8

1.2.3 Non-Stormwater Infrastructure .........................................................................................................9

1.2.4 Infiltration Feasibility ..........................................................................................................................9

1.2.5 Findings and Discussion ................................................................................................................... 10 2 Hydraulic and Hydrologic Analysis .................................................................................................................. 11

2.1 Existing Site Hydrology ............................................................................................................................ 11 3 Lid Implementation Analysis ........................................................................................................................... 26

3.1 BMP Modeling Setup and Assumptions .................................................................................................. 26

3.1.1 Storage Volume and Footprint ........................................................................................................ 26

3.1.2 Infiltration Rate................................................................................................................................ 27

3.1.3 BMP Modeling Results and Considerations..................................................................................... 27

3.2 Additional LID Strategies ......................................................................................................................... 28 4 State Route 71 Crossing Analysis ..................................................................................................................... 31

4.1 Existing Site Conditions ........................................................................................................................... 31

4.1.1 Flow Paths ....................................................................................................................................... 31

4.2 Hydrology Setup and Results ................................................................................................................... 32

4.2.1 Local Runoff ..................................................................................................................................... 32

4.2.2 Channel Impacts .............................................................................................................................. 32

4.2.3 Results ............................................................................................................................................. 35 5 Conclusions ...................................................................................................................................................... 41 Appendix A – Drainage Area Hydrographs .............................................................................................................. 42 Appendix B – LACFCD Design Storm Information.................................................................................................... 43

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project iii
Figures
Figure 1-1. Site Vicinity Map (Cal Poly Pomona to State Route 57 Crossing) ............................................................5 Figure 1-2. Site Vicinity Map (State Route 57 Crossing to John F. Kennedy Park) .....................................................6 Figure 1-3. Site Vicinity Map (John F. Kennedy Park to Murchison Avenue) .............................................................7 Figure 1-4. Existing Storm Drain Infrastructure at the San Jose Creek Bikeway Location .........................................8 Figure 1-5. Multiple pipes crossing the channel at various points. ...........................................................................9 Figure 1-6. Spatial Distribution of NRCS Soil Types at the San Jose Creek Bikeway Location ................................ 10 Figure 2-1. An example of a 24-Hour Design Storm ................................................................................................ 11 Figure 2-2. Two Pipes Protrude into the Site for the Proposed Bikeway ................................................................ 12 Figure 2-3. All Drainage Areas for the San Jose Bikeway ........................................................................................ 14 Figure 2-4. Drainage Area 1 for the San Jose Bikeway ............................................................................................ 15 Figure 2-5. Drainage Area 2A for the San Jose Bikeway ......................................................................................... 16 Figure 2-6. Second part of Drainage Area 2A for the San Jose Bikeway ................................................................. 17 Figure 2-7. Third part of Drainage Area 2A for the San Jose Bikeway .................................................................... 18 Figure 2-8. Drainage Areas 2B, 2C, and 2D for the San Jose Bikeway ..................................................................... 19 Figure 2-9. Drainage Areas 3A and 3B for the San Jose Bikeway ............................................................................ 20 Figure 2-10. Drainage Area 3C for the San Jose Bikeway ........................................................................................ 21 Figure 2-11. Drainage Area 4 for the San Jose Bikeway .......................................................................................... 22 Figure 2-12. Drainage Areas 3A and 3B for the San Jose Bikeway .......................................................................... 23 Figure 2-13. Drainage Area 6 for the San Jose Bikeway .......................................................................................... 24 Figure 2-14. Drainage Area 7 for the San Jose Bikeway .......................................................................................... 25 Figure 3-1. San Jose Creek Bikeway 30% Landscaping Plans for the trail entrance at Temple Avenue ................. 29 Figure 3-2. San Jose Creek Bikeway 30% Plans between Glen Avenue and Dudley Street .................................... 30 Figure 4-1. State Route 71 Crossing Clearance ....................................................................................................... 31 Figure 4-2. State Route 71 Crossing Drainage ......................................................................................................... 32 Figure 4-3: Grading plan for Route 71 Crossing ...................................................................................................... 33 Figure 4-4: Area 3B Hydrocalc Results .................................................................................................................... 34 Figures 4-5: Area 3A Hydrocalc Results ................................................................................................................... 34 Figure 4-6: Existing Channel Design Flow WSE ....................................................................................................... 35 Figure 4-7. CheckMate® UltraFlex™ Inline Check Valve Schematic ........................................................................ 36 Figure 4-8. Sump Inlet Calculations ......................................................................................................................... 36 Figure 4-9: Proposed Crossing Drainage Design, West of State Route 71 Crossing ............................................... 37 Figure 4-10. Proposed Crossing Drainage Design, East of State Route 71 Crossing ............................................... 38 Figure 4-11. Proposed Crossing Drainage Design Details 1 and 2 ........................................................................... 39 Figure 4-12. Proposed Crossing Drainage Design Details 3 through 5 .................................................................... 40 Tables
Table 1-1. NRCS Soil Type Minimum Infiltration Rates ..............................................................................................9 Table 2-1. Drainage Areas and 85th Percentile Runoff Volumes ............................................................................. 13 Table 3-1. Access Road Area Available for Each Subdrainage Area ........................................................................ 26 Table 3-2. LID Footprint Required to Capture the 85th Percentile Storm, by Subdrainage Area ............................ 27 Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 4 1 INTRODUCTION AND EXISTING CONDITIONS

1.1 Project Background
The Active Transportation Program (ATP) was created by the California Transportation Commission and approved by the Senate in 2013 with an intent to encourage increased use of active modes of transportation, such as walking and biking. Funding was recently awarded to the City of Pomona for their San Jose Creek Bike Path Project, which aims to create a 3.5-mile stretch of multi-use bikeway from Cal Poly Pomona to residential Murchison Avenue.

The project intends to consist of 13 different public access points, which will connect residents to 10 schools and 3 public parks. Project conception began in 2014, when the City of Pomona created their first Active Transportation Plan. This project was their number one priority highlighted in that plan. In addition to the bikeway design, Low-Impact Development (LID) strategies for stormwater runoff management were considered to improve drainage and flood patterns.

1.1.1 Project Goal and Objectives
The objective of this report is to provide the City of Pomona with project context and conceptual analyses that will ultimately guide the development of the 100% detailed design documents. Project constraints and potential options will be detailed in this report to present an array of options that will contribute to both water quality goals as well as other important project considerations and desired multi-benefit outcomes for the San Jose Creek Bikeway. These options can then be considered and weighed before proceeding with the ultimate design of the project by identifying the project configuration that best meets the desired outcome and contributes to water quality benefits in a cost-effective manner. This report includes a review of existing site conditions and context; analysis of hydrologic data relevant to the San Jose Creek Bikeway LID; modeling of the San Jose Creek Bikeway Drainage Area; an analysis of LID stormwater capture feasibility, and an analysis of the drainage impacts at the Route 71 freeway crossing.

1.2 Existing Site Conditions

1.2.1 Site View
The San Jose Creek Bikeway LID would be located at areas of runoff accumulation on approximately 3.5 miles of maintenance roads adjacent to the San Jose Creek. The side of the channel on which the bikeway will occupy alternates between certain subsections. The LID would likely be located on the sides of the bikeway closest to the channel. Figure 1-1, Figure 1-2, and Figure 1-3 shows the Site Vicinity Maps. The proposed trail would connect residents to 10 different schools and 3 different parks. The two ends of the bikeway will also include entrance/exit areas with natural vegetation, signage, and benches.

John F. Kennedy Park will also be integrated into this project. A regional BMP may be installed at the park, with surface improvement and nature-based enhancements incorporated at a later date. More information on that can be found in the Stormwater Capture Study Technical Memorandum prepared by Craftwater.

Additionally, the State Route 71 freeway crossing does not currently have enough vertical clearance to allow for pedestrian or bicycle travel underneath and will require additional grading and drainage efforts. Section 4 discusses this crossing in further detail.

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 5 Figure 1-1. Site Vicinity Map (Cal Poly Pomona to State Route 57 Crossing) Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 6 Figure 1-2. Site Vicinity Map (State Route 57 Crossing to John F. Kennedy Park) Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 7 Figure 1-3. Site Vicinity Map (John F. Kennedy Park to Murchison Avenue) Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 8 1.2.2 Storm Drain Data Review and Mapping
Digital storm drain utility inventories made available by Los Angeles County Public Works were used to assess existing storm drain infrastructure relevant to the San Jose Creek Bikeway (Figure 1-4). Storm drain pipes and inlets are primarily located at nearby major street crossings before entering the channel within the maintenance road area. Strategically placed LID along the Trail could reduce and partially treat runoff that would normally enter these inlets.

Figure 1-4. Existing Storm Drain Infrastructure at the San Jose Creek Bikeway Location Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 9 1.2.3 Non-Stormwater Infrastructure
There are many oil, gas, and other pipes that run across the channel in various places along the proposed bikeway.

While some simply intersect the channel walls on both ends, many run right into the edge of the maintenance road (Figure 1-5). When designing and constructing the Atwood Trail, extra care should be taken to prevent the puncture or weakening of these pipes. These pipes will likely be adjacent to LID, where a rupture would directly pollute the channel and potentially harm landscaping and pedestrians.

1.2.4 Infiltration Feasibility
An infiltration feasibility study of the San Jose Bikeway Project Site was conducted via a desktop analysis to determine potential infiltration rates for a San Jose Bikeway BMP.

NRCS Custom Soil Resource Report
NRCS Hydrologic Soil Type classifications were used to determine the infiltration potential for the San Jose Creek Bikeway LID. The USDA web soil survey tool was used to create a custom soil resource report to determine the Project’s NRCS Hydrologic Soil type (Figure 1-6). The project location primarily contains NRCS Type A and Type B soil. Table 1-1 lists the range of minimum infiltration rates based on NRCS soil type (Water Resources Engineering, Mays, 2019). Since the project site contains Type A and Type B soil, partial infiltration is possible. However, a sitespecific geotechnical evaluation is recommended for further verification of this before final project sizing is defined.

Table 1-1. NRCS Soil Type Minimum Infiltration Rates
NRCS Soil Type Minimum Infiltration Rate(in/hr)
A 0.30-0.45
B 0.15-0.30
C 0.05-0.15
D 0.0-0.05
Figure 1-5. Multiple pipes crossing the channel at various points.

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 10 While the minimum infiltration rate ranges indicate the likely feasibility for infiltration at this site, these alone do not provide a cap on potential performance. The custom soil resource report details the capacity of the most limiting layer to transmit water (Ksat) as moderately high, with a value anywhere between 0.57-1.98 in/hr. While these rates are still provided in ranges, this information reaffirms the project’s infiltration feasibility.

Figure 1-6. Spatial Distribution of NRCS Soil Types at the San Jose Creek Bikeway Location

1.2.5 Findings and Discussion
Based on documented soil types the site is suitable for infiltration as indicated by its documented soil type and estimated hydraulic capacity. Although a portion of the area near the channel is of unknown soil type, the channel and adjacent walkways consistently remain as Soil Type A throughout the entire project site.

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 11 2 HYDRAULIC AND HYDROLOGIC ANALYSIS

2.1 Existing Site Hydrology
The drainage area delineations for the project site (Figure 2-3) were developed using drainage notes from an onsite visit and high-resolution Light Detection and Ranging (LiDAR) elevation data for verification of surface flow paths. The delineated drainage areas were used to determine the hydrology of the 85th percentile storm.

The Los Angeles County Hydrology Manual (HydroCalc 1.0.3) was used to determine runoff volume and flow rate associated with the 24-hour 85th percentile storm for the San Jose Bikeway Drainage Areas. To be conservative, WMMS 2.0 model was not used for the 85th percentile flow calculation because it tends to predict a lower runoff compared to HydroCalc. Inputs to HydroCalc were retrieved from the following sources:
 Drainage Area: delineated as described in below Section 2.1;  Flow Path Length: the longest flow path of each drainage area was measured in ArcGIS;  Flow Path Slope: the elevation drop along the flow path were taken from the LA County DEM. The elevation drop divided by flow path length gives the flow path slope;  85th percentile, 24-hour rainfall depth: the rainfall depth at the centroid of the drainage area was read and interpolated from the LA County Hydrology Map (https://pw.lacounty.gov/wrd/hydrologygis/);  Soil type: the most common soil type of each drainage area was read from the online LA County Hydrology Map (https://pw.lacounty.gov/wrd/hydrologygis/);  Design Storm Frequency: 85th percentile, 24-hour storm was selected as the design storm.

Figure 2-1 displays the 24-hour storm distribution.

Figure 2-1. An example of a 24-Hour Design Storm
Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 12 Table 2-1 details drainage area characteristics and total runoff volumes generated by the 85th Percentile Storm, which was 1.0 in. Hydrographs for each subdrainage area are in the appendix.

The San Jose Bikeway footprint is split into seven main drainage areas, separated by intersecting streets. Drainage within each of these sections typically flows into the channel, except for one small area where the elevations of the maintenance road crown in the middle, pushing half of the runoff away from the channel. A few of the drainage areas also have multiple flow paths, allowing them to be further split into subdrainage areas. All drainage areas contain the existing access road, and some include parkway areas that sloped towards the channel. Figure 2-3 through Figure 2-14 contain the subdrainage areas. Additionally, observations made during a site visit revealed a few key points of interest:
- There are two pipes that bring flow from an outside source into the maintenance road (Figure 2-2). The assumed drainage area to the pipes is based on site visit findings and is represented in Drainage Area 2B. - State Route 71 has a portion of flow that is not captured by existing catch basins along the perimeter or the freeway that freely flows into the maintenance road. Those drainage areas are represented by Drainage Areas 3A and 3B.
- Much of John F. Kennedy Park slopes toward the channel, which is why Drainage Area 4 includes a good portion of the park.

Figure 2-2. Two Pipes Protrude into the Site for the Proposed Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 13 Table 2-1. Drainage Areas and 85th Percentile Runoff Volumes Drainage Area Drainage Direction Drainage Area
(Acres)
85th Percentile Runoff
(ft3)
1 Into Channel 0.44 869.6
2A Into Channel 2.31 4,065.4
2B Into Channel 5.15 13,469.1
2C Into Channel 1.16 694.3
2D Away from Channel 0.03 28.2
3A Into Channel 0.59 969.4
3B Into Channel 0.64 1,215.3
3C Into Channel 1.76 3,917.9
4 Into Channel 1.54 5,360.6
5 Into Channel 0.63 1,241.8
6 Into Channel 0.46 934.8
7 Into Channel 0.95 2,120.1
TOTAL 15.66 34,886.3
Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 14 Figure 2-3. All Drainage Areas for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 15 Figure 2-4. Drainage Area 1 for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 16 Figure 2-5. Drainage Area 2A for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 17 Figure 2-6. Second part of Drainage Area 2A for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 18 Figure 2-7. Third part of Drainage Area 2A for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 19 Figure 2-8. Drainage Areas 2B, 2C, and 2D for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 20 Figure 2-9. Drainage Areas 3A and 3B for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 21 Figure 2-10. Drainage Area 3C for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 22 Figure 2-11. Drainage Area 4 for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 23 Figure 2-12. Drainage Areas 3A and 3B for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 24 Figure 2-13. Drainage Area 6 for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 25 Figure 2-14. Drainage Area 7 for the San Jose Bikeway Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 26 3 LID IMPLEMENTATION ANALYSIS
According to the EPA, LID is an approach to land development that works with nature to manage stormwater as close to its source as possible. In urban environments, LID is typically instituted on small scales as large areas for stormwater management are limited. A goal of this project is to implement LID strategies to the maximum extent feasible within the project limits to maintain or improve existing onsite stormwater conditions.

The most common examples of LID are installing stormwater best management practices (BMPs) such as bioretention gardens, infiltration basins, bioswales, and pervious pavement. These structural BMPs intercept and treat stormwater runoff. Sections 3.1 and 3.2 discuss the possibility of implementing BMPs as part of the project alongside the bikeway to minimize the total impervious surface area, provide basic treatment, and promote a naturalized aesthetic.

3.1 BMP Modeling Setup and Assumptions
BMP configurations were sized using the 24-Hour 85th Percentile runoff hydrographs generated for each subdrainage area. A 2 foot gravel depth below grade and 0.5 feet surface freeboard was assumed to simulate a bioretention or gravel infiltration BMP. A factor of 0.3 (30%) was used for gravel void space. During this modeling effort, multiple storage volumes were simulated to capture approximate BMP throughflow rates before arriving at a recommended size for the BMP. These efforts are detailed in the following subsections.

3.1.1 Storage Volume and Footprint
As previously mentioned, the portions of San Jose Bikeway alongside the channel are approximately 3.5 miles long. Table 3-1 presents the access road area available for each subdrainage area. While a majority of the access road will be reserved for the bike trail, these values still serve as useful benchmarks for feasibility. BMPs would likely be located directly alongside the channel, but a wide variety of BMP channel configurations are possible (trapezoidal, box, etc.).

Table 3-1. Access Road Area Available for Each Subdrainage Area Drainage Area Access Road Area (Acres)
1 0.44
2A 1.87
2B 0.02
2C 0.35
2D 0.03
3A 0.24
3B 0.27
3C 1.65
4 0.83
5 0.63
6 0.46
7 0.93
Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 27 3.1.2 Infiltration Rate
Because there are no infiltration feasibility studies as of this date, an infiltration rate of 0.3 in/hr was used to model the BMP as a baseline estimate, since the LA County LID Requirements state that LID projects are not allowed in areas where the infiltration rate is less than 0.3 in/hr. This number is not far from the LA County Hydrology Map’s soil classifications, which fall under Soil Types 3, 6, and 7. These correspond to Chino Silt Loam, Hanford Fine Sandy Loam, and Hanford Gravelly Sandy Loam, which have average infiltration rates of 0.2 in/hr,

0.6 in/hr, and 0.8 in/hr, respectively. Future infiltration studies should be conducted to verify infiltration rates.

3.1.3 BMP Modeling Results and Considerations
Table 3-2 breaks down the required BMP footprint for each subdrainage area to treat the 85th percentile storm.

As stated in Section 3.1, the storage depth was assumed to be 2 ft with an aboveground ponding depth of 0.5 feet.

A gravel void space ratio estimate of 0.3 was used.

Table 3-2. LID Footprint Required to Capture the 85th Percentile Storm, by Subdrainage Area Subdrainage Area LID Area Required (sq ft) % of Area Required for LID 1 519 2.7%
2A 2,409 3.0%
2B 8,028 921.5%
2C 414 2.7%
2D 17 1.3%
3A 575 5.5%
3B 725 6.2%
3C 2,336 3.3%
4 3,198 8.8%
5 741 2.7%
6 558 2.8%
7 1,265 3.1%
Total 20,785 6.2%
Every subdrainage area, other than 2B and 4, require less than approximately 6% of the access road area to install LID that manages the 85th percentile storm. In some areas, there will be enough room in between the bike trail and the fencing for a thin (3 to 10 feet) wide stretch of LID such as a biofiltration strip or a gravel infiltration bed that runs adjacent to the trail that should accommodate the required LID area. Subdrainage areas 3A, 3B, 4, 5, 6, and 7 fall into this category. Other areas, such as Subdrainage Area 1, 2A, 2C, and 2D, might be limited in opportunities due to the width of the existing maintenance road. In these cases, the main opportunities to install BMPs would be located at the trail gates. Figure 3-1 shows the current landscaping plans for Subdrainage Area 1, which incorporates potential LID strategies such as permeable pavers and bioswales at the trail entrance. Figure 3-2 shows Drainage Area 5, which shows that there is a strip of space between the bike trail and the outside fence.

The required 741 square feet of LID to capture the 85th percentile runoff would easily fit into this area. It is Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 28 currently shown that there is about 5 feet of extra space, which would only require approximately 150 feet length of, for example, a gravel strip. This would be able to fit between Stations 128 + 50 and 130 + 00, which also happens to be where the low point of the trail is in this section, reducing grading efforts and ensuring the capture of all onsite flows.

Subdrainage Area 2B is exceptionally large due to the offsite drainage that leads into it. Currently, there are two pipes that outlet runoff directly onto the maintenance road (see Figure 2-2). In this scenario, no LID would be able to handle the runoff within the confines of the access road and the space that the bikeway will take up. Instead, the pipes would have to be extended directly into the channel. Subdrainage Area 4, meanwhile, is also large due to offsite drainage from John F. Kennedy Park. However, the City is considering the incorporation of a regional BMP at the park site, capturing the onsite runoff in addition to stormwater from the adjacent LACFCD storm drain.

As such, the true amount of runoff that will end up in the bikeway and ensuing required LID area will be similar to the other portions of the bikeway, presenting it as a possible LID location as well.

3.2 Additional LID Strategies
In addition to the potential for BMP strips along the bikeway, the project does follow other LID strategies:
 Reduce or maintain existing impervious surfaces
The existing access road is impervious, just as the planned bike trail will be. There is ultimately no impervious area being added to the project. As a result, there is no BMP requirement to manage runoff since no major hydrological changes to the site will occur. Therefore, any partial capture by new BMP will improve stormwater conditions while supporting the project’s main transportation goals.  Maintain existing drainage patterns
While slight alterations to flow patterns might be made during the construction process the overall drainage patterns will be maintained.
 Runoff volume match
By maintaining existing impervious surfaces and drainage patterns, the existing site hydrology including runoff volume and rates are unchanged. The addition of landscaped areas where possible would decrease runoff volumes and rates.

Overall, the proposed San Jose Bikeway does little to change existing site hydrology which is in line with LID strategies.

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 29 Figure 3-1. San Jose Creek Bikeway 30% Landscaping Plans for the trail entrance at Temple Avenue Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 30 Figure 3-2. San Jose Creek Bikeway 30% Plans between Glen Avenue and Dudley Street Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 31 4 STATE ROUTE 71 CROSSING ANALYSIS

4.1 Existing Site Conditions
The proposed San Jose Bikeway spans across two freeways – CA 57 and CA 71. At the State Route 71 crossing, there is currently very little vertical clearance. The height between the bottom of the freeway and the existing maintenance road reaches a minimum of approximately two feet (see Figure 4-1). As a result, there will be significant grading efforts to ensure bikers have the safety of an unobstructed path. As currently proposed, the bikeway will slope down from either side of the freeway crossing, forming a sump at the middle. Drainage will need to be addressed to minimize the risk of inundation. Analysis on the drainage design will be discussed in the following sections.

Figure 4-1. State Route 71 Crossing Clearance

4.1.1 Flow Paths
As shown on the Drainage Area map in Figure 2-9, there is offsite flow entering into this portion of the bikeway from State Route 71. Although there is existing stormwater infrastructure in place along the freeway, there is a break in the curb that allows water coming from the bridge to flow directly under and into the project site.

Additionally, the parkway areas on the sides of the freeway south of the crossing slope towards the site, allowing runoff to flow into the site. Evidence of the flow paths was present at the site visit (See Figure 4-2), necessitating the need for proper drainage at the base of the proposed sump.

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 32 Figure 4-2. State Route 71 Crossing Drainage

4.2 Hydrology Setup and Results

4.2.1 Local Runoff
The new grading design of the bike path as it crosses under route 71 creates a sump condition near STA 84+00.00 is shown in Figure 4-3. The drainage area associated with the proposed state route 71 crossing includes areas 3A and 3B from Figure 2-9, each being 0.24 and 0.27 acres respectively. Hydrocalc was utilized to model the expected rainfall and flowrate for each drainage area based on the existing site conditions present as well as the proposed grading design of the bike crossing. Utilizing the Los Angeles County hydrology map online tool, the determined assumptions were as follows: the 50yr two tenths rainfall is 6.8 in and the soil type for the area is defined as class

3. The results of the Hydrocalc model can be seen in Figure 4-4 and Figures 4-5. The 100-year design storm was modeled and the resulting peak flows were used to determine the hydraulic capacity needed by the proposed drainage system. Area 3A and 3B resulted in 0.84 CFS and 0.95 CFS respectively producing a total modeled flow of 1.79 CFS for the areas combined.

4.2.2 Channel Impacts
Existing hydraulics of the San Jose Creek Channel were also considered to determine if the runoff collected at the sump could drain freely via a direct pipe connection to the channel. Through correspondence with the Los Angeles County Flood Control District, it was determined that the design flow rate for the existing San Jose Creek channel when originally designed was 13,000 CFS. This information was utilized to determine the expected design flow depth within the channel. FHWA Hydraulic toolbox was utilized to model the channel flow under the design flow rate. The modeling results are shown in Figure 4-6. The design flow water surface depth is at a height of 15.5 ft which is 3.5’ below the approximate channel wall height (based on available as-built information) of 19’. This highwater surface elevation needs to be considered for the proposed outlet of the new drainage system servicing the crossing. If the invert of the outlet is below the calculated water surface elevation, backflow prevention devices may be required.

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 33 Figure 4-3: Grading plan for Route 71 Crossing
Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 34 Figure 4-4: Area 3B Hydrocalc Results Figures 4-5: Area 3A Hydrocalc Results Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 35 Figure 4-6: Existing Channel Design Flow WSE

4.2.3 Results
The proposed drainage system can be seen in Figure 4-9. The high design WSE in the channel is high enough to require backflow prevention measures for the proposed drainage outlet pipes. As shown, both inline Tideflex© check valves (see Figure 4-7) as well as outlet flap gates are recommended to prevent any backflow from the channel during very intense storm conditions. To handle the 100-year modeled runoff flow that will be directed towards the created sump (1.79 CFS), a 24”x24” drop inlet grate has been recommended to handle the flow. Under the proposed hydraulic conditions, accounting for 50% clogging, the results can be seen in . The ponding depth of 0.28’ informed the location of a secondary, redundant 24”x24” inlet. The secondary inlet is located horizontally to provide a grate elevation height that is 0.25’ above the proposed grate elevation of the primary sump inlet. Any ponding resulting from the primary sump inlet being overwhelmed or clogged will then be captured by the secondary inlet to prevent any further ponding.

Additionally, on the west side of the proposed crossing there is a trench drain that is recommended along the dripline from the above highway crossing overpass. Since a significant portion of the offsite runoff is coming off of the highway, the trench drain will be utilized to intercept that flow. This intercept drain will reduce the amount of flow that will ultimately reach the sump inlet and will provide further redundancy to reduce ponding at the sump location.

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 36 Figure 4-7. CheckMate® UltraFlex™ Inline Check Valve Schematic Figure 4-8. Sump Inlet Calculations
Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 37 Figure 4-9: Proposed Crossing Drainage Design, West of State Route 71 Crossing Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 38 Figure 4-10. Proposed Crossing Drainage Design, East of State Route 71 Crossing Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 39 Figure 4-11. Proposed Crossing Drainage Design Details 1 and 2 Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 40 Figure 4-12. Proposed Crossing Drainage Design Details 3 through 5 Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 41 5 CONCLUSIONS
This hydrology report was prepared for the San Jose Creek Bikeway Project to advance progress towards the implementation of LID as part of the project. Additionally, analysis on the State Route 71 crossing was also conducted to minimize the flooding risk in that portion of the proposed bike trail.

LID Implementation
The existing site, stormwater utilities, geotechnical conditions, and hydrology were characterized to determine the feasibility of LID implementation and runoff management.

The primary issue preventing full-scale LID implementation is the trail’s width. In several sections, the proposed bikeway takes up the entire width of the feasible footprint for the trail. However, there are other subdrainage areas that do have the space to accommodate LID implementation that could capture the 85th percentile storm runoff. Additionally, some of the sections without the space along the width of the trail could incorporate BMPs at the trail entrances, such as at the start of the trail at the Temple Avenue and Campus Drive intersection.

Although full-scale LID implementation is not attainable, it must also be noted that the proposed project does not severely alter existing hydrology. Since the existing access road is impervious soil any additional BMPs or landscaping will manage more runoff than existing conditions do. Therefore, BMPs should be constructed wherever feasible, with the primary opportunities for this being along the channel within drainage areas 3, 4, 5, 6 and 7.

In any case, further verification of infiltration rates should be conducted to confirm BMP feasibility. Project costs will vary depending on the final infiltration rate and should be weighed before further stages of design to determine which option best meets the water quality needs for the drainage area, ongoing maintenance options, and capital as well as full project costs.

State Route 71 Crossing
Because there is inadequate vertical clearance underneath the State Route 71 freeway crossing, grading efforts are needed to allow cyclists and pedestrians to cross without obstruction. Due to the significant off-site runoff that this portion of the site receives, as well as the sump-like grading design for the bike path, analysis was conducted to design the necessary drainage infrastructure to ensure there will be minimal ponding. Analysis was done with Hydrocalc, where the 100-year design storm was modeled to generate a combined peak flow of 1.79 CFS.

Additionally, existing channel hydraulics were considered to determine if the runoff collected at the sump could drain freely to the channel. Coordination with the LACFCD also revealed that the 100-year design storm of 13,000 CFS resulted in a water height of 15.5 feet, establishing the need for a backflow preventer.

As a result of the analysis, two 24” x 24” drain inlets are recommended, with the runoff being directed into an 8” pipe that contains both a TIdeflex© check valve and a flap gate. Additionally, a trench drain is also proposed for the west side of the crossing to intercept flow from the highway and divert it into the channel before entering the sump.

Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 42 APPENDIX A – DRAINAGE AREA HYDROGRAPHS
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 1
Area (ac) 0.440354446
Flow Path Length (ft) 14.0
Flow Path Slope (vft/hft) 0.012
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.554377511
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.5966
Undeveloped Runoff Coefficient (Cu) 0.3916
Developed Runoff Coefficient (Cd) 0.6734
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 0.1769
Burned Peak Flow Rate (cfs) 0.1769
24-Hr Clear Runoff Volume (ac-ft) 0.02
24-Hr Clear Runoff Volume (cu-ft) 869.6329
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 2A
Area (ac) 2.307585815
Flow Path Length (ft) 647.78
Flow Path Slope (vft/hft) 0.0077
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.486710115
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.2147
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.4894
Time of Concentration (min) 44.0
Clear Peak Flow Rate (cfs) 0.2424
Burned Peak Flow Rate (cfs) 0.2424
24-Hr Clear Runoff Volume (ac-ft) 0.0933
24-Hr Clear Runoff Volume (cu-ft) 4065.4333
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 2B
Area (ac) 5.154112157
Flow Path Length (ft) 130.1
Flow Path Slope (vft/hft) 0.043
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.782386276
Soil Type 3
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.4526
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.7259
Time of Concentration (min) 9.0
Clear Peak Flow Rate (cfs) 1.6934
Burned Peak Flow Rate (cfs) 1.6934
24-Hr Clear Runoff Volume (ac-ft) 0.3092
24-Hr Clear Runoff Volume (cu-ft) 13469.1132
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 2C
Area (ac) 1.155260601
Flow Path Length (ft) 14.0
Flow Path Slope (vft/hft) 0.01
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.083690354
Soil Type 3
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.4784
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.167
Time of Concentration (min) 8.0
Clear Peak Flow Rate (cfs) 0.0923
Burned Peak Flow Rate (cfs) 0.0923
24-Hr Clear Runoff Volume (ac-ft) 0.0159
24-Hr Clear Runoff Volume (cu-ft) 694.3448
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 2D
Area (ac) 0.028260819
Flow Path Length (ft) 507.0
Flow Path Slope (vft/hft) 0.017159763
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.221801298
Soil Type 3
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.2061
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.2774
Time of Concentration (min) 48.0
Clear Peak Flow Rate (cfs) 0.0016
Burned Peak Flow Rate (cfs) 0.0016
24-Hr Clear Runoff Volume (ac-ft) 0.0006
24-Hr Clear Runoff Volume (cu-ft) 28.2274
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 3A
Area (ac) 0.589007029
Flow Path Length (ft) 550.0
Flow Path Slope (vft/hft) 0.0083
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.44647937
Soil Type 3
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.2219
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.4572
Time of Concentration (min) 41.0
Clear Peak Flow Rate (cfs) 0.0598
Burned Peak Flow Rate (cfs) 0.0598
24-Hr Clear Runoff Volume (ac-ft) 0.0223
24-Hr Clear Runoff Volume (cu-ft) 969.4444
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 3B
Area (ac) 0.643950651
Flow Path Length (ft) 45.0
Flow Path Slope (vft/hft) 0.08
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.530280367
Soil Type 3
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.5966
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.5242
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 0.2014
Burned Peak Flow Rate (cfs) 0.2014
24-Hr Clear Runoff Volume (ac-ft) 0.0279
24-Hr Clear Runoff Volume (cu-ft) 1215.2689
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 3C
Area (ac) 1.757040835
Flow Path Length (ft) 131.0
Flow Path Slope (vft/hft) 0.058
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.646922793
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.4526
Undeveloped Runoff Coefficient (Cu) 0.2419
Developed Runoff Coefficient (Cd) 0.6677
Time of Concentration (min) 9.0
Clear Peak Flow Rate (cfs) 0.531
Burned Peak Flow Rate (cfs) 0.531
24-Hr Clear Runoff Volume (ac-ft) 0.0899
24-Hr Clear Runoff Volume (cu-ft) 3917.9398
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 4
Area (ac) 3.542727391
Flow Path Length (ft) 20.0
Flow Path Slope (vft/hft) 0.01
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.400392136
Soil Type 7
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.5966
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.4203
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 0.8884
Burned Peak Flow Rate (cfs) 0.8884
24-Hr Clear Runoff Volume (ac-ft) 0.1231
24-Hr Clear Runoff Volume (cu-ft) 5360.6065
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 5
Area (ac) 0.625786795
Flow Path Length (ft) 20.0
Flow Path Slope (vft/hft) 0.005
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.557733235
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.5966
Undeveloped Runoff Coefficient (Cu) 0.3916
Developed Runoff Coefficient (Cd) 0.6752
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 0.2521
Burned Peak Flow Rate (cfs) 0.2521
24-Hr Clear Runoff Volume (ac-ft) 0.0285
24-Hr Clear Runoff Volume (cu-ft) 1241.7955
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 6
Area (ac) 0.457978523
Flow Path Length (ft) 20.0
Flow Path Slope (vft/hft) 0.04
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.577760021
Soil Type 6
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.5966
Undeveloped Runoff Coefficient (Cu) 0.3916
Developed Runoff Coefficient (Cd) 0.6853
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 0.1873
Burned Peak Flow Rate (cfs) 0.1873
24-Hr Clear Runoff Volume (ac-ft) 0.0215
24-Hr Clear Runoff Volume (cu-ft) 934.8405
Peak Flow Hydrologic Analysis
File location: C:/Users/LucasTang/OneDrive - revWater/Documents/ArcGIS/Projects/San Jose Bikeway/San Jose Bikeway Report.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name San Jose Bikeway
Subarea ID 7
Area (ac) 0.952788945
Flow Path Length (ft) 9.0
Flow Path Slope (vft/hft) 0.01
85th Percentile Rainfall Depth (in) 1.0
Percent Impervious 0.647630023
Soil Type 7
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 1.0 Peak Intensity (in/hr) 0.5966
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.6181
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 0.3514
Burned Peak Flow Rate (cfs) 0.3514
24-Hr Clear Runoff Volume (ac-ft) 0.0487
24-Hr Clear Runoff Volume (cu-ft) 2120.1223
Hydrology Report for the San Jose Creek Multipurpose Bikeway Project 43 APPENDIX B – LACFCD DESIGN STORM INFORMATION

Appendix F
Noise Modeling
Surfacing Dirt Path - Average Noise Levels
Project Name: San Jose Creek Multi-Use Bikeway Project
KEY: Orange cells are for input.

Grey cells are intermediate calculations performed by the model.Green cells are data to present in a written analysis (output).

Location
Distance to Nearest
Receptor in feet Equipment1
Usage
Factor2
Front End Loader 0.4
Daytime Standard 8
Evening Standard 8
FTA daytime standard 0
Ground Type HardSource Height 8
NVSR 2 55 Receiver Height 5NVSR 3 70 Ground Factor3 0.00 NVSR 4 83NVSR 5 72NVSR 7 26 Predicted Noise Level 4
NVSR 8 40 Front End Loader 48.6
NVSR 9 70
NVSR 10 68
NVSR 11 to NVSR 13 15
NVSR 14 20
Sources:
1Where measured values are not available, noise levels based on the Construction Noise Control Specifiction 721.560 were used. 2 Obtained from the FHWA Roadway Construction Noise Model, January 2006. Table 1.3 Based on Figure 4-26 from the Federal Transit Noise and Vibration Impact Assessment, 2018 (pg 86). 4 Based on the following from the Federal Transit Noise and Vibration Impact Assessment, 2018 (pg 177).

Leq(equip) = E.L.+10*log (U.F.) - 20*log (D/50) - 10*G*log (D/50) Where: E.L. = Emission Level;U.F.= Usage Factor;G = Constant that accounts for topography and ground effects (FTA 2018: pg 86); andD = Distance from source to receiver.Notes: NVSR = Noise and Vibration sensitve receptor

50.545.745.959.056.565.090.0
Combined Predicted
Noise Level (dBA Leq)
Reference Emission
Noise Levels (dBA Lmax)
at 50 feet2

65.0 Thresholds 52.6
Combined Predicted Noise Level (dBA Leq at 50 feet)

47.8 48.6

45.744.245.454.3 dBA Leq at 50 feet4
Sensitive Receptors
Paving New Path - Average Noise Levels
Project Name: San Jose Creek Multi-Use Bikeway Project
KEY: Orange cells are for input.

Grey cells are intermediate calculations performed by the model.Green cells are data to present in a written analysis (output).

Location
Distance to Nearest
Receptor in feet Equipment1
Usage
Factor2
Paver 0.5
Daytime Standard 21
Evening Standard 21
FTA daytime standard 1
Ground Type HardSource Height 8
NVSR 2 55 Receiver Height 5NVSR 3 70 Ground Factor3 0.00 NVSR 4 83NVSR 5 72NVSR 7 26 Predicted Noise Level 4
NVSR 8 40 Paver 57.6
NVSR 9 70
NVSR 10 68
NVSR 11 to NVSR 13 15
NVSR 14 20
Sources:
1Where measured values are not available, noise levels based on the Construction Noise Control Specifiction 721.560 were used. 2 Obtained from the FHWA Roadway Construction Noise Model, January 2006. Table 1.3 Based on Figure 4-26 from the Federal Transit Noise and Vibration Impact Assessment, 2018 (pg 86). 4 Based on the following from the Federal Transit Noise and Vibration Impact Assessment, 2018 (pg 177).

65.065.090.054.9
Sensitive Receptors

56.754.653.254.463.2 dBA Leq at 50 feet4

59.554.6

57.6 68.065.5
Combined Predicted Noise Level (dBA Leq at 50 feet)
Curb Cuts/Access Ramp Construction Maximum (Lmax) Noise Levels Project Name: San Jose Creek Multi-Use Bikeway Project
KEY: Orange cells are for input.

Grey cells are intermediate calculations performed by the model.Green cells are data to present in a written analysis (output).

Location
Distance to Nearest
Receptor in feet Equipment1
Concrete Saw
Daytime Standard (900+
feet from I-10) 89
Daytime Standard
(within 286 feet of I-10) 50
Ground Type HardSource Height 8
NVSR 1 170 Receiver Height 5
NVSR 5 85 Ground Factor3 0.00
NVSR 8 40NVSR 9 80
NVSR 11 + NVSR 12 15 Predicted Noise Level 3
NVSR 14 25 Concrete Saw 90.0
Sources:
1Where measured values are not available, noise levels based on the Construction Noise Control Specifiction 721.560 were used. 2 Based on Figure 4-26 from the Federal Transit Noise and Vibration Impact Assessment, 2018 (pg 86). 3 Based on the following from the Federal Transit Noise and Vibration Impact Assessment, 2018 (pg 177).

Leq(equip) = E.L.+10*log (U.F.) - 20*log (D/50) - 10*G*log (D/50) Where: E.L. = Emission Level;U.F.= Usage Factor, assumed to be 1 for the purposes of the calculation of maximum noise levels;G = Constant that accounts for topography and ground effects (FTA 2018: pg 86); andD = Distance from source to receiver.Notes: NVSR = Noise and Vibration sensitve receptor

90.0 Sensitive Receptors

96.0 Combined Predicted
Noise Level (dBA Lmax)
Reference Emission
Noise Levels (dBA Lmax)
at 50 feet2
90 85.0
Thresholds
Combined Predicted Noise Level (dBA Lmax at 50 feet)

90.0 79.485.491.985.9
100.5 dBA Lmax at 50 feet3
Construction in SR 71 Underpass Area - Average Noise Levels Project Name: San Jose Creek Multi-Use Bikeway Project
KEY: Orange cells are for input.

Grey cells are intermediate calculations performed by the model.Green cells are data to present in a written analysis (output).

Location
Distance to Nearest
Receptor in feet Equipment1
Usage
Factor2
Backhoe 0.4
Daytime Standard 110
Evening Standard 110
FTA daytime standard 12
Ground Type SoftSource Height 8
NVSR 6 119 Receiver Height 5
Ground Factor3 0.63
Predicted Noise Level 4
Backhoe 74.0
Sources:
1Where measured values are not available, noise levels based on the Construction Noise Control Specifiction 721.560 were used. 2 Obtained from the FHWA Roadway Construction Noise Model, January 2006. Table 1.3 Based on Figure 4-26 from the Federal Transit Noise and Vibration Impact Assessment, 2018 (pg 86). 4 Based on the following from the Federal Transit Noise and Vibration Impact Assessment, 2018 (pg 177).

65.065.090.0
Sensitive Receptors

64.1 dBA Leq at 50 feet4

74.0 Combined Predicted Noise Level (dBA Leq at 50 feet) Attenuation Calculations for Stationary Noise Sources
KEY: Orange cells are for input.

Grey cells are intermediate calculations performed by the model.Green cells are data to present in a written analysis (output).

Project Name: Etiwanda Commerce Center
Noise Source/ID Attenuated Noise Level at Receptor
noise level distance Ground Type noise level distance
(dBA) @ (ft) (soft/hard) (dBA) @ (ft)
S76 Skid-Steer Loader 77.0 @ 3 hard 3 5 0.00 52.6 @ 50Compact Paver 85.0 @ 3 hard 3 5 0.00 60.6 @ 50Curb Cuts/Access Ramp Construction with Mitigation - 85 dBA Threshold 80.0 @ 50 hard 3 5 0.00 85.0 @ 28Curb Cuts/Access Ramp Construction with Mitigation - 90 dBA Threshold 80.0 @ 50 hard 3 5 0.00 89.9 @ 16Curb Cuts/Access Ramp Construction with Mitigation - 95 dBA Threshold 80.0 @ 50 hard 3 5 0.00 94.9 @ 9Notes:

Sources:Estimates of attenuated noise levels do not account for reductions from intervening barriers, including walls, trees, vegetation, or structures of any type.

Computation of the attenuated noise level is based on the equation presented on pg. 176 and 177 of FTA 2018.Computation of the ground factor is based on the equation presentd in Table 4-26 on pg. 86 of FTA 2018, where the distance of the reference noise leve can be adjusted and the usage factor is not applied (i.e., the usage factor is equal to 1).Federal Transit Association (FTA). 2018 (September). Transit Noise and Vibration Impact Assessment. Washington, D.C. Available: <http://www.transit.dot.gov/sites/fta.dot.gov/files/docs/researchinnovation/118131/transit-noise-and-vibration-impact-assessment-manual-fta-report-no-0123_0.pdf>Accessed: March 5, 2020.

STEP 1: Identify the noise source and enter the reference noise level (dBA and distance). STEP 2: Select the ground type (hard or soft), and enter the source and receiver heights.

STEP 3: Select the distance to the receiver.

Reference Noise Level Attenuation Characteristics
Source
Height (ft)
Receiver
Height (ft)
Ground
Factor
Equipment Description
Acoustical
Usage
Factor (%)
Spec
721.560
Lmax @
50ft (dBA
slow)
Actual
Measured
Lmax @
50ft
(dBA slow)
No. of
Actual Data
Samples
(count)
Spec
721.560
LmaxCalc
Spec
721.560
Leq
Distance
Actual
Measured
LmaxCalc
Actual
Measured
Leq
Auger Drill Rig 20 85 84 36 79.0 72.0 100 78.0 71.0Backhoe 40 80 78 372 74.0 70.0 100 72.0 68.0Bar Bender 20 80 80 0 74.0 67.0 100Blasting 100 94 94 0 88.0 100Boring Jack Power Unit 50 80 83 1 74.0 71.0 100 77.0 74.0Chain Saw 20 85 84 46 79.0 72.0 100 78.0 71.0Clam Shovel (dropping) 20 93 87 4 87.0 80.0 100 81.0 74.0Compactor (ground) 20 80 83 57 74.0 67.0 100 77.0 70.0Compressor (air) 40 80 78 18 74.0 70.0 100 72.0 68.0Concrete Batch Plant 15 83 83 0 77.0 68.7 100Concrete Mixer Truck 40 85 79 40 79.0 75.0 100 73.0 69.0Concrete Pump Truck 20 82 81 30 76.0 69.0 100 75.0 68.0Concrete Saw 20 90 90 55 84.0 77.0 100 84.0 77.0Crane 16 85 81 405 79.0 71.0 100 75.0 67.0Dozer 40 85 82 55 79.0 75.0 100 76.0 72.0Drill Rig Truck 20 84 79 22 78.0 71.0 100 73.0 66.0Drum Mixer 50 80 80 1 74.0 71.0 100 74.0 71.0Dump Truck 40 84 76 31 78.0 74.0 100 70.0 66.0Excavator 40 85 81 170 79.0 75.0 100 75.0 71.0Flat Bed Truck 40 84 74 4 78.0 74.0 100 68.0 64.0Front End Loader 40 80 79 96 74.0 70.0 100 73.0 69.0Generator 50 82 81 19 76.0 73.0 100 75.0 72.0Generator (<25KVA, VMS signs) 50 70 73 74 64.0 61.0 100 67.0 64.0Gradall 40 85 83 70 79.0 75.0 100 77.0 73.0Grader 40 85 85 0 79.0 75.0 100Grapple (on Backhoe) 40 85 87 1 79.0 75.0 100 81.0 77.0Horizontal Boring Hydr. Jack 25 80 82 6 74.0 68.0 100 76.0 70.0Hydra Break Ram 10 90 90 0 84.0 74.0 100Impact Pile Driver 20 95 101 11 89.0 82.0 100 95.0 88.0Jackhammer 20 85 89 133 79.0 72.0 100 83.0 76.0Man Lift 20 85 75 23 79.0 72.0 100 69.0 62.0Mounted Impact Hammer (hoe ram) 20 90 90 212 84.0 77.0 100 84.0 77.0Pavement Scarafier 20 85 90 2 79.0 72.0 100 84.0 77.0Paver 50 85 77 9 79.0 76.0 100 71.0 68.0Pickup Truck 40 55 75 1 49.0 45.0 100 69.0 65.0 Equipment Description
Acoustical
Usage
Factor (%)
Spec
721.560
Lmax @
50ft (dBA
slow)
Actual
Measured
Lmax @
50ft
(dBA slow)
No. of
Actual Data
Samples
(count)
Spec
721.560
LmaxCalc
Spec
721.560
Leq
Distance
Actual
Measured
LmaxCalc
Actual
Measured
Leq
Pneumatic Tools 50 85 85 90 79.0 76.0 100 79.0 76.0Pumps 50 77 81 17 71.0 68.0 100 75.0 72.0Refrigerator Unit 100 82 73 3 76.0 76.0 100 67.0 67.0Rivit Buster/chipping gun 20 85 79 19 79.0 72.0 100 73.0 66.0Rock Drill 20 85 81 3 79.0 72.0 100 75.0 68.0Roller 20 85 80 16 79.0 72.0 100 74.0 67.0Sand Blasting (Single Nozzle) 20 85 96 9 79.0 72.0 100 90.0 83.0Scraper 40 85 84 12 79.0 75.0 100 78.0 74.0Shears (on backhoe) 40 85 96 5 79.0 75.0 100 90.0 86.0Slurry Plant 100 78 78 1 72.0 72.0 100 72.0 72.0Slurry Trenching Machine 50 82 80 75 76.0 73.0 100 74.0 71.0Soil Mix Drill Rig 50 80 80 0 74.0 71.0 100Tractor 40 84 84 0 78.0 74.0 100Vacuum Excavator (Vac-truck) 40 85 85 149 79.0 75.0 100 79.0 75.0Vacuum Street Sweeper 10 80 82 19 74.0 64.0 100 76.0 66.0Ventilation Fan 100 85 79 13 79.0 79.0 100 73.0 73.0Vibrating Hopper 50 85 87 1 79.0 76.0 100 81.0 78.0Vibratory Concrete Mixer 20 80 80 1 74.0 67.0 100 74.0 67.0Vibratory Pile Driver 20 95 101 44 89.0 82.0 100 95.0 88.0Warning Horn 5 85 83 12 79.0 66.0 100 77.0 64.0Welder / Torch 40 73 74 5 67.0 63.0 100 68.0 64.0 Traffic Noise Spreadsheet Calculator
Project: Pomona Bikeway
Number Name From To
Summary of Net Changes
1 I-10 N White Ave N Dudley St 82.4 84.5 2.1
*All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise leve Segment Description and Location Existing
Conditions
Existing +
Project
Conditions
Δ Existing –
Existing +
Project
Traffic Noise Spreadsheet Calculator
Project: Pomona Bikeway Project Existing Noise Levels
Noise Level Descriptor: CNEL
Site Conditions: Hard
Traffic Input: ADT
Traffic K-Factor:

CNEL,
Number Name From To (mph) Near Far % Auto % Medium % Heavy % Day % Eve % Night (dBA)5,6,7 75 dBA 70 dBA 65 dBA 60 dBA Existing Conditions
1 I-10 N White Ave N Dudley St 255,000 70 138 195 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 82.41 I-10 with Sound Wall N White Ave N Dudley St 255,000 70 138 195 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 72.42 SR 71 Pomona Valley Boulevard I-10 interchange 138,000 40 91 184 97.0% 2.0% 1.0% 80.0% 15.0% 5.0% 73.8 r
*All modeling assumes average pavement, level roadways (less than 1.5% grade), constant traffic flow and does not account for shielding of any type or finite roadway adjustments. All levels are reported as A-weighted noise levels. 904973
Segment Description and Location
904 9042
ADT
2859 28594
28593076
Input
Speed Traffic Distribution Characteristics
Output
Distance to
Directional
Centerline, (feet)4
9097
286308
Distance to Contour, (feet)3
_id X Y OBJECTID DISTRICT ROUTE ROUTE_SFX COUNTY PM_PFX PM PM_SFX ION_DESCR BACK_PEAK_HOUR BACK_PEAK_MADT BACK_AADT AHEAD_PEAK_HOUR AHEAD_PEAK_MADT AHEAD_AADT 2341 -117.778 34.07282 2341 7 10 LA 44.185 POMONA, DUDLEY 16000 266000 254000 16100 267000 2550002342 -117.778 34.07296 2342 7 10 LA 44.185 POMONA, DUDLEY 16000 266000 254000 16100 267000 2550002343 -117.76 34.07112 2343 7 10 LA 45.277 POMONA, WHITE A 16100 267000 255000 15600 258000 2470002344 -117.76 34.07124 2344 7 10 LA 45.277 POMONA, WHITE A 16100 267000 255000 15600 258000 247000 Notes: AADTT = Annual Average Daily Truck TrafficSource: DOT 2025 Citation # Citations
1 Caltrans Technical Noise Supplement. 2009 (November). Table (5-11), Pg 5-60. Caltrans Technical Noise Supplement. 2013 (September). Table (4-2), Pg 4-17.2 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-26), Pg 5-60. Caltrans Technical Noise Supplement. 2013 (September). Equation (4-5), Pg 4-17.3 Caltrans Technical Noise Supplement. 2009 (November). Equation (2-16), Pg 2-32. FHWA 2004 TNM Version 2.54 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-11), Pg 5-47, 48. FHWA 2004 TNM Version 2.55 Caltrans Technical Noise Supplement. 2009 (November). Equation (2-26), Pg 2-55, 56. Caltrans Technical Noise Supplement. 2013 (September). Equation (2-23), Pg 2-51, 52.6 Caltrans Technical Noise Supplement. 2009 (November). Equation (2-27), Pg 2-57. Caltrans Technical Noise Supplement. 2013 (September). Equation (2-24), Pg 2-53.7 Caltrans Technical Noise Supplement. 2009 (November). Pg 2-53. Caltrans Technical Noise Supplement. 2013 (September). Pg 2-57.8 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-7), Pg 5-45. FHWA 2004 TNM Version 2.59 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-8), Pg 5-45. FHWA 2004 TNM Version 2.5 10 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-9), Pg 5-45. FHWA 2004 TNM Version 2.511 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-13), Pg 5-49. FHWA 2004 TNM Version 2.512 Caltrans Technical Noise Supplement. 2009 (November). Equation (5-14), Pg 5-49. FHWA 2004 TNM Version 2.513 Federal Highway Administration Traffic Noise Model Technical Manual. Report No. FHWA-PD-96-010. 1998 (January). Equation (16), Pg 67 14 Federal Highway Administration Traffic Noise Model Technical Manual. Report No. FHWA-PD-96-010. 1998 (January). Equation (20), Pg 6915 Federal Highway Administration Traffic Noise Model Technical Manual. Report No. FHWA-PD-96-010. 1998 (January). Equation (18), Pg 69 ReferencesCalifornia Department of Transportation (Caltrans). 2009 (November). Technical Noise Supplement. Available: http://www.dot.ca.gov/hq/env/noise/pub/tens_complete.pdf. Accessed August 17, 2017.California Department of Transportation (Caltrans). 2013 (September). Technical Noise Supplement. Available: http://www.dot.ca.gov/hq/env/noise/pub/TeNS_Sept_2013A.pdf. Accessed August 17, 2017.Federal Highway Administration. 2004. Traffic Noise Model Version 2.5. Available: https://www.fhwa.dot.gov/environment/noise/traffic_noise_model/tnm_v25/. Accessed August 17, 2017.

KEY: Orange cells are for input.

Grey cells are intermediate calculations performed by the model.Green cells are data to present in a written analysis (output).

Table A. Propagation of vibration decibels (VdB) with distanceNoise Source/ID Attenuated Noise Level at Receptor vibration level distance vibration level distance
(VdB) @ (ft) (VdB) @ (ft)
The Lv metric (VdB) is used to assess the likelihood for vibration to result in human annoyance. Table B. Propagation of peak particle velocity (PPV) with distanceNoise Source/ID Attenuated Noise Level at Receptor vibration level distance vibration level distance
@ (ft) @ (ft)
Vibratory Roller 0.053 @ 25 0.050 @ 26Vibratory Roller 0.210 @ 25 0.293 @ 20The PPV metric (in/sec) is used for assessing the likelihood for the potential of structural damage and RMS for perception Reference Noise Level
STEP 3B: Select the distance to the
receiver.

STEP 2B: Identify the vibration source and enter the reference peak particle velocity (PPV) and distance.

Distance Propagation Calculations for Stationary Sources of Ground Vibration STEP 1: Determine units in which to perform calculation. — If vibration decibels (VdB), then use Table A and proceed to Steps 2A and 3A. — If peak particle velocity (PPV), then use Table B and proceed to Steps 2B and 3B.STEP 2A: Identify the vibration source and enter the reference vibration level (VdB) and distance.

STEP 3A: Select the distance to the
receiver.

Reference Noise Level
Conversion From PPV (in/sec) to VdB/Lv
Key: User Input
Model Output
Equipment Modeled PPV (in/sec) VdB RMS*
Vibratory Roller 0.21 94 0.0525
Equation 5-1:Vibration velocity level in decibels is defined as:

Lv (VdB) = 20*log (V/Vref)
Lv = velocity level, VdB
V = rms velocity amplitude
Vref = 1X10^-6 in/sec
Notes
*calculation applies crest factor of 4, per FTA 2018 pg 184Source: Instructions: this sheet can be used to convert peak particle velocity (in/sec) values, typically used for construction vibration asessments to root-mean-square (RMS) velocity and VdB. The user inputs the reference or modeled PPV value to convert to vibration levels in vibration decibels (VdB)Federal Transit Administration (FTA). 2018 (September). Transit Noise and Vibration Impact Assessment Manual. Equation 5-1 Notes:

Computation of propagated vibration levels is based on the equations presented on pg. Federal Transit Association (FTA). 2018 (September). Transit Noise and Vibration Impact Assessment Manual. FTA Report No. 0123. Washington, D.C. Accessed: December 20, 2020. Page Available: https://www.transit.dot.gov/sites/fta.dot.gov/files/docs/research-innovation/118131/transit-noise-and-vibration-impact-assessment-manual-fta-report-no-0123_0.pdf Appendix G
Transportation Memorandum

600 Wilshire Boulevard | Suite 1050 | Los Angeles, CA 90017 | (213) 261-3050 | Fax (310) 394-7663 www.fehrandpeers.com
Memorandum
Date: December 22, 2023
To: Alta Planning + Design
City of Pomona
From: Baldwin Ngai and Miguel Núñez, Fehr & Peers
Subject: Environmental Review for San Jose Multi-Use Bikeway Project LA22-3404
Fehr and Peers completed the environmental transportation review of the San Jose Multi-Use Bikeway Project (Project) in support of its construction. This memorandum presents the findings of the review in accordance with applicable policies, guidance, and procedures.

Project Description
The Project consists of approximately 3.5 miles of off-road bike and pedestrian greenway along the San Jose Creek channel in the City of Pomona. Beginning at Temple Avenue, undercrossing State Route 57 (SR-57) and State Route 71 (SR-71) and ending south of Interstate 10 (I-10) at Murchison Avenue. In addition to the multi-use pathway, the Project will include access to the multi-use trail at 15 locations (with 9 at-grade street crossings), wayfinding and safety signage, features to reduce and capture stormwater runoff, and stormwater collection and drainage systems.

Criteria for Determination of Transportation Impacts
Projects with the potential to result in direct or foreseeable indirect physical change in the environment are subject to the California Environmental Quality Act (CEQA), including activity directly undertaken by a public agency such as public works construction or improvements to existing public structures1. To provide a framework for application of the CEQA requirements, the Office of Planning and Research developed the Guidelines for Implementation of the California Environmental Quality Act (State CEQA Guidelines or CEQA Guidelines). In addition to the City’s Guidelines, the evaluation of a Project’s potential transportation impacts should consider criteria 1 California Public Resource Code section 21065
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described per the State CEQA Guidelines, where a checklist of environmental issues as provided in Appendix G XVII is to be considered in determination of a project’s potential environmental effects. Related to transportation, the checklist questions whether the project would, a) Conflict with a program, plan, ordinance, or policy addressing the circulation system, including transit, roadway, bicycle, and pedestrian facilities? b) Conflict or be inconsistent with CEQA Guidelines section 15064.3, subdivision (b)? c) Substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment)? d) Result in inadequate emergency access?
The Project would be considered to result in significant transportation impacts if demonstrated to be inconsistent with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities; conflict or be inconsistent with CEQA Guidelines section 15064.3 (b); decrease the performance or safety of such facilities; or result in inadequate emergency access as evaluated by questions A through D within the State CEQA Guidelines Appendix G XVII.

Consistency with Adopted Policies, Plans, or Programs
The City of Pomona has adopted the Transportation Study Guidelines for Vehicle Miles Traveled and Level of Service Assessment in October 2020 to outline methodologies for evaluation of a project’s environmental transportation impacts and effects on the local transportation system. Per the City’s Guidelines, and consistent with question A within Appendix G XVII of the CEQA Guidelines, active transportation and public transit projects would be considered to result in a significant impact if the project conflicts with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decrease the performance or safety of such facilities.

The Pomona Active Transportation Plan (ATP) was adopted in November 2012 to support the continued improvements of the City’s bicycling and walking environment. The ATP is consistent with sustainability efforts recognized in the General Plan to reduce traffic, air pollution, energy consumption, and provide greater transportation options that enhance quality of life. The Plan identifies a list of projects to be prioritized in its implementation including the 3.5-mile length of San Jose Creek Bicycle Path from east of Temple Avenue to Casa Vista Drive with 15 access points to the grade-separated path connecting to other bikeways as well as key destinations within the City of Pomona. The improvements detailed in Exhibit 7-2 of the ATP includes the creation of a bicycle path separated from traffic along the San Jose Creek, intersection safety improvements for street crossings (9) and access points (15), as well as signage and striping improvements for wayfinding and safety purposes.

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Adopted in 2014, the Mobility and Access chapter (Circulation Element) of the Pomona General Plan addresses circulation of pedestrians, bicycles, and motor vehicles, as well as the implications of public safety, environmental, and social equality issues related to transportation. Within the discussion of the City’s bicycle circulation, expansion to the bikeway network is conceptualized to include construction of bike paths, bike lanes, and bike routes at various locations throughout the City. These bikeway facilities aim to provide a safe and effective method to connect activity centers and promote active transportation. To provide a framework for implementation, the General Plan outlines goals and policies related to regional and local transportation. Specifically for bicycle circulation, the Project would align with goals established to “develop a comprehensive bicycle network that connects local and regional commuter and recreation routes” and “Implement the Active Transportation Plan including installation of marked, on-street bike lanes along potential bike routes”.

The Project is consistent with the planned improvements identified by the adopted ATP and meets many of the goals and policies set forth in the City’s General Plan. Therefore it would not conflict with an applicable program, plan, ordinance, or policy addressing the circulation system.

CEQA Guidelines Section 15064.3(b)
Since July 1, 2020, automobile delay, as measured by Level of Service (LOS), is no longer allowable in determining a project’s effects on transportation under CEQA, and, instead, Vehicle Miles Traveled (VMT) was adopted as the metric to evaluate transportation impacts. Section 15064.3(b) of the State CEQA Guidelines outlines the criteria for analyzing transportation impacts of projects, which specifies that “Transportation projects that reduce, or have no impact on, vehicle miles traveled should be presumed to cause a less than significant transportation impact. For roadway capacity projects, agencies have discretion to determine the appropriate measure of transportation impact consistent with CEQA and other applicable requirements. To the extent that such impacts have already been adequately addressed at a programmatic level, such as in a regional transportation plan EIR, a lead agency may tier from that analysis as provided in Section 15152.” Consistent with guidance provided by the Governor’s Office of Planning and Research in its Technical Advisory on Evaluating Transportation Impacts in CEQA, certain “projects that would not likely lead to a substantial or measurable increase in vehicle travel, and therefore generally should not require an induced travel analysis”. Projects are generally considered likely to lead to an increase in vehicle travel if they include “addition of through lanes on existing or new highways, including general purpose lanes, HOV lanes, peak period lanes, auxiliary lanes, or lanes through grade-separated interchanges”. Furthermore, OPR guidance lists project types which do not increase vehicle capacity and are not likely to lead to substantial increase in vehicle travel such as the following,
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• Rehabilitation, maintenance, replacement, safety, and repair projects designed to improve the condition of existing transportation assets (e.g., highways; roadways; bridges; culverts; Transportation Management System field elements such as cameras, message signs, detection, or signals; tunnels; transit systems; and assets that serve bicycle and pedestrian facilities) and that do not add additional motor vehicle capacity • Roadway shoulder enhancements to provide “breakdown space,” dedicated space for use only by transit vehicles, to provide bicycle access, or to otherwise improve safety, but which will not be used as automobile vehicle travel lanes • Addition of new or enhanced bike or pedestrian facilities on existing streets/highways or within existing public rights-of-way
• Addition of Class I bike paths, trails, multi-use paths, or other off-road facilities that serve non-motorized travel
The Project would not increase roadway capacity for vehicle travel, and its implementation would improve connectivity of the existing active transportation network to facilitate alternative modes of transportation. Therefore, the Project is not likely to increase VMT and would result in less than significant impacts per CEQA Guidelines 15064.3(b).

Increase to Hazards from Geometric Design
The Project proposes improvements to facilitate pedestrian and bicycle movement along the existing San Jose Creek which would be designed according to all regulatory guidelines. On-street improvements would be implemented at several streets adjacent to the channel to increase access to the bikeway. Such improvements would vary for each street crossing location and would generally include signalized pedestrian and bicyclist crossings, striping for new crosswalks, striping of existing roadways for bike lanes, painting existing roadways with green-backed sharrows, and the reconstruction of existing curb ramps to meet ADA standards. Street improvements will be designed in accordance with the California Manual on Uniform Traffic Control Devices (CA-MUTCD) and applicable local design requirements and regulations. The Project does not propose any incompatible uses and is not expected to introduce new safety hazards at intersections or along roadway segments. The facilities would be designed to maximize user safety and reduce hazards, and the project design would be reviewed by the City of Pomona during the City’s plan review process to ensure all applicable requirements are met. Therefore, no substantial increase of hazards due to geometric design or incompatible use would occur.

Emergency Access
The Project would be designed according to all regulatory guidelines, including the CA-MUTCD and City of Pomona Standards, to maximize user safety and reduce hazards. Access to the multiuse bikeway would be provided by 15 entry/exit gates along the borders of the project site, and the project design would be reviewed by the City of Pomona during the City’s plan review process Alta Planning + Design
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to ensure compliance with applicable emergency access requirements. Furthermore, the Project is an off-street facility with limited interaction with circulation elements where emergency service vehicles traverse. Where the Project creates new at-grade street crossings, traffic signals would be designed to incorporate emergency preemption equipment standard to the City of Pomona.

Therefore, no impacts to emergency access would occur.

Conclusion
The Project would result in less than significant transportation impacts as it would be consistent with adopted policies, plans, and programs related to pedestrian and bicycle facilities, would not increase single-occupancy vehicle travel, and would satisfy the consideration of key environmental issues as described by the CEQA Guidelines.

Appendix H
Mitigation Monitoring and Reporting
Program
Mitigation Monitoring and Reporting Program for the
San Jose Creek Multi-Use Bikeway Project
SCH No. 2026050416
Prepared for:

City of Pomona
505 South Garey Avenue
Pomona, CA 91766
June 2026
Mitigation Monitoring and Reporting Program for the
San Jose Creek Multi-Use Bikeway Project
SCH No. 2026050416
Prepared for:

City of Pomona
505 South Garey Avenue
Pomona, CA 91766
Contact:

Arnold Dichosa, MPA, PE
909.620.2281
Prepared by:

Ascent
530 Technology Drive, Suite 100
Irvine, CA 92618
Contact:

Chad Beckstrom, AICP
Principal
949.988.0890
June 2026
20220001.01
City of Pomona
San Jose Creek Multi-Use Bikeway Project Initial Study 1

MITIGATION MONITORING AND REPORTING PROGRAM

INTRODUCTION
In accordance with the California Environmental Quality Act (CEQA) (Public Resources Code [PRC] section 21000 et seq.), the City of Pomona (City) prepared an Initial Study/Mitigated Negative Declaration (IS/MND) for the San Jose Creek Multi-Use Bikeway Project (proposed project) (State Clearinghouse Number 2026050416). The IS/MND identified significant impacts and mitigation measures that would reduce the identified impacts to less-thansignificant levels, where feasible. CEQA and the State CEQA Guidelines (PRC Section 21081.6 and State CEQA Guidelines Sections 15091[d] and 15097) require public agencies “to adopt a reporting and monitoring program for changes to the project which it has adopted or made a condition of project approval to mitigate or avoid significant effects on the environment.” A Mitigation Monitoring and Reporting Program (MMRP) is required for the proposed project because the IS/MND identifies potential significant adverse impacts related to project implementation, and mitigation measures have been identified to reduce those impacts to less than significant levels. Adoption of the MMRP would occur along with approval of the proposed project and IS/MND.

PURPOSE OF MITIGATION MONITORING AND REPORTING PROGRAM
This MMRP has been prepared to ensure that all required mitigation measures are implemented and completed in a satisfactory manner prior to implementation of the proposed project. The attached table has been prepared to assist the responsible parties in implementing the mitigation measures. The table identifies the mitigation measures, monitoring responsibility, and mitigation timing, and provides space to verify implementation of the mitigation measures. The order of mitigation measures follows the sequence found in the IS/MND.

ROLES AND RESPONSIBILITIES
Unless otherwise specified herein, the City is responsible for taking all actions necessary to implement the mitigation measures under its jurisdiction according to the specifications provided for each measure and for demonstrating that the action has been successfully completed.

Inquiries should be directed to:

Arnold Dichosa
505 South Garey Avenue
Pomona, CA 91766
Phone: (909) 620-2281
Email: [email protected]
The location of this information is:

City of Pomona
505 South Garey Avenue
Pomona, CA 91766
The City is responsible for overall administration of the MMRP and for verifying that staff members have completed the necessary actions for each measure.

REPORTING
The City shall document and describing the compliance of the activity with the required mitigation measures either within the attached table or a separate monitoring documentation as part of project implementation.

Mitigation Monitoring and Reporting Program Ascent
City of Pomona
2 San Jose Creek Multi-Use Bikeway Project

MITIGATION MONITORING AND REPORTING PROGRAM TABLE
The categories identified in the attached MMRP table are described below.  Mitigation Measure – This column provides the verbatim text of the adopted mitigation measure.  Implementation Responsibility – This column identifies the party responsible for implementing the mitigation measure.
 Timing – This column identifies the time frame in which the mitigation will be implemented.  Verification – This column is to be dated and signed by the person (either City Engineer or designee) responsible for verifying compliance with the requirements of the mitigation measure.

Ascent Mitigation Monitoring and Reporting Program
City of Pomona
San Jose Creek Multi-Use Bikeway Project 3
Mitigation Monitoring and Reporting Program
Mitigation Measures Implementation Responsibility Timing Verification Biological Resources
Mitigation Measure BIO-1: Follow Proper Trimming Techniques During construction of the proposed project, the contractor shall follow proper techniques for trimming coast live oak trees from the American National Standards Institute A300 Tree Care standards.

Contractor(s), with City oversight During construction involving trimming of coast live oak trees
Mitigation Measure BIO-2: Restrict Construction Activities to Delineated Project Site Boundaries
For the duration of construction activities, the City or its contractor shall clearly delineate the project site boundaries with stakes, fencing, or other conspicuous boundary markings. The City or its contractor shall instruct all employees to restrict their activities, vehicles, equipment, and construction materials to the project site.

City or contractor(s) During construction
Mitigation Measure BIO-3: Conduct Vegetation Clearing/Initial Grading Outside of the Bird Nesting Season OR Conduct Pre-Construction Nesting Bird Surveys
The City shall implement the following measures to avoid impacts on nesting birds, special-status birds, and raptors:
 Conduct vegetation removal and initial ground disturbance activities outside of the bird breeding season (February 15 – September 15).  If vegetation removal or initial grading occurs during the breeding season, a qualified biologist shall conduct nesting bird surveys for nesting raptors and migratory birds within the project site plus an additional 100-foot survey buffer (for passerines) and 300-foot buffer (for raptors) within three days of construction. If nests of listed birds, migratory birds, raptors, or other sensitive species are documented, active nests shall be avoided, and a nest buffer shall be designated around each nest. Nest buffers shall be determined at the discretion of the qualified biologist based on the location and species occupying the nest. Species that are not protected by the MBTA (e.g., European starling, house sparrow, Eurasian collared dove) shall not require a nest buffer. The perimeter of this nest buffer shall be clearly demarcated, and all construction activities shall be prohibited within the delineated area until a qualified biologist has determined that the nest has either successfully fledged, been depredated, or failed due to other causes.

Construction activities may proceed within the non-disturbance buffer if a qualified biologist is present to monitor active nests and determines that construction activities are not causing indirect or direct disturbance to a nest.

City and qualified biologist During construction
Mitigation Monitoring and Reporting Program Ascent
City of Pomona
4 San Jose Creek Multi-Use Bikeway Project
Mitigation Measures Implementation Responsibility Timing Verification Mitigation Measure BIO-4: Conduct Biological Monitoring During Vegetation Clearing
The City shall retain a biological monitor experienced with identification of the sensitive and common biological resources in the region to monitor all vegetation clearing activities, regardless of the time of year such activities are scheduled to begin. The biological monitor shall perform biological clearance sweeps at the start of each workday that vegetation clearing activities take place. The biological monitor shall be present on a full-time basis during the vegetation-clearing activities to ensure the activities do not affect sensitive biological resources and to move or redirect wildlife out of harm’s way as necessary. The monitor shall be responsible for communicating regularly with the City and onsite contractor on non-compliance issues and methods for ensuring that impacts on sensitive biological resources are avoided to the fullest extent possible in accordance with the appropriate project agreements and permits, as applicable. Biological monitoring shall take place until the project site has been completely cleared of any vegetation. The biological monitor shall keep a record of monitoring activities in a log that contains representative photographs of the work activities monitored and any sensitive biological resources incidentally encountered during project activities.

City, biological monitor, and
contractor(s)
During construction involving
vegetation clearing
Cultural Resources
Mitigation Measure CUL-1: Inadvertent Discoveries of Archaeological Resources
If archaeological materials (e.g., midden soils, stone tools, chipped stone, baked clay, or concentrations of shell, bone, charcoal, glass, metal, or ceramics) are inadvertently discovered during ground-disturbing activities, the City and its contractors shall cease all work within 100 feet (30.5 meters) of the find and the City shall immediately retain the services of a professional archaeologist. At that time, the City shall coordinate any necessary investigation of the site with the archaeologist as needed to evaluate the significance of the resource pursuant to PRC Sections 5024.1 and 21083.2(g) and provide proper management recommendations. If the find is determined to be a historical resource and/or a unique archeological resource, the City shall set aside contingency funding and a time allotment sufficient to allow for implementation of avoidance measures and/or mitigation. Possible management recommendations for significant resources could include resource avoidance or data recovery excavations. The contractor shall implement any measures deemed necessary by the archeologist for the protection of the cultural resources. The contractor shall not resume work in the area of the discovery until directed to do so by the archaeologist.

City, contractor(s), and
professional archaeologist
During construction involving
ground-disturbing activities
Ascent Mitigation Monitoring and Reporting Program
City of Pomona
San Jose Creek Multi-Use Bikeway Project 5
Mitigation Measures Implementation Responsibility Timing Verification Noise
Mitigation Measure NOI-1: Reduce Construction-Related Noise To reduce noise from construction activities, the City shall require construction contractors to implement the following, or equally effective measures, to reduce the noise impact to less than significant:

Equipment Restrictions
 Locate all stationary equipment (e.g., generators) on the construction site as far away from adjacent residential land uses and other noise-sensitive sites as possible.
 Position on-site stationary equipment such that existing noise sources (e.g., roadways) or structures (e.g., existing buildings, walls) block the line of sight between the on-site equipment and off-site sensitive land uses where excessive exterior noise could cause a disruption.
 All construction equipment shall be properly maintained and equipped with noise-reduction intake and exhaust mufflers and engine shrouds, in accordance with manufacturers’ recommendations. Equipment engine shrouds will be closed during equipment operation.

Quieter Alternative Methods and Equipment
 The construction contractor shall use noise reducing operations measures, techniques, and equipment. This requirement will be enforced through its inclusion on all construction bid specifications for all potential construction contractors hired within the proposed project. The bid specifications will require that construction contractors provide an equipment inventory list for all equipment within the fleet which includes (at a minimum), make, model, and horsepower of equipment; operating noise levels at 50 feet, available noise control device that are installed on each piece of equipment; and associated noise reduction from the installed technology. Control devices will include, but are not limited to, high-efficiency mufflers, acoustic dampening and protected internal noise absorption layers to vibrating panels, enclosures, and electric motors. In addition, the contractor will specify how proposed alternative construction procedures will be employed to reduce noise at sensitive receptors compared to other more traditional methods. Examples include mixing concrete off-site instead of on-site and using thermal lance instead of drive motors and bits. In all cases, the requirement is that the best commercially available noise-reducing technology and noise-reducing alternative construction method will be used, if there are no safety concerns, engineering limits, or environmental constraints preventing it from being used. If a unique circumstance does City and contractor(s) During construction
Mitigation Monitoring and Reporting Program Ascent
City of Pomona
6 San Jose Creek Multi-Use Bikeway Project
Mitigation Measures Implementation Responsibility Timing Verification exist that prevents an alternative quieter construction method from being used, the contractor will provide evidence to support their proposal. The noise reduction elements of construction bid submittals will be approved by the City in coordination with a qualified acoustical professional.  Combine noisy operations (e.g., saw cutting) to occur at the same time (e.g., day or construction phase), such that the overall duration of these activities is reduced to the greatest extent possible. The total noise level produced will not be substantially greater than the level produced if the operations were performed separately, and the total duration of sensitive receptor noise exposure to substantial noise levels will be reduced.
 The construction contractor shall post signage in conspicuous locations that includes a telephone number where violations can be reported, the location of the job site, and the issued permit number authorizing work.

Noise Curtains
For construction activities within the following distances of offsite sensitive receptors, temporary sound barriers to attenuate noise, such as temporary noise curtains, sound walls, or similar products that provide a barrier to attenuate construction noise shall be installed. The temporary sound barrier shall be located between the project construction noise sources and receptors to shield the receptors and shall be installed so as to reduce construction noise levels by 13 dBA. When sensitive receptors are located within 21 feet of paving, 89 feet of concrete sawing when 904 feet or more away from I-10, and 50 feet of concrete sawing when within 286 feet of I-10, the temporary noise barriers shall meet the following parameters:
 Temporary noise curtains shall be made of noise-resistant material sufficient to achieve a Sound Transmission Class (STC) rating of STC 30 or greater or to reduce construction noise by at least 13 dBA.
 The barrier must be long and tall enough to completely block the line-ofsight between the noise source and the sensitive receptor.  The gaps between adjacent panels must be filled in (i.e., be free of gaps that would allow noise to pass through the barrier) so as to maximize the effectiveness of the barrier.

In all cases, regardless of the construction methods, equipment used, and construction scheduling and phasing, the above mitigation measures will be implemented by the construction contractor(s) based on finalized construction work plans, and will be verified by an acoustic professional either through onthe-ground noise monitoring during construction activities, or based on the construction work plan and specific equipment/methods to be used.

Ascent Mitigation Monitoring and Reporting Program
City of Pomona
San Jose Creek Multi-Use Bikeway Project 7
Mitigation Measures Implementation Responsibility Timing Verification Mitigation Measure NOI-2: Reduce Construction-Related Vibration To reduce vibration levels from construction activities, during any vibrationinducing activity (typically associated with paving activities for this project type), no vibratory equipment shall be used within 26 feet of existing occupied structures or property lines. Non-vibratory pavers and compactors may be used in lieu of vibratory rollers, such that the maximum (i.e., 0.05 RMS or 0.30 in/sec PPV) vibration limit would not be exceeded at any point within adjacent properties of occupied structures or damage any nearby structures.

City and contractor(s) During construction involving
vibration-inducing activity
Tribal Cultural Resources
Mitigation Measure TCR-1: Retain a Native American Monitor Prior to Commencement of Ground-Disturbing Activities
The City shall retain a Native American Monitor from or approved by the Gabrieleño Band of Mission Indians – Kizh Nation. The monitor shall be retained prior to the commencement of any “ground-disturbing activity” for the subject project at all project locations (i.e., both on-site and any off-site locations that are included in the project description/definition and/or required in connection with the project, such as public improvement work). “Grounddisturbing activity” shall include, but is not limited to, demolition, pavement removal, potholing, auguring, grubbing, tree removal, boring, grading, excavation, drilling, and trenching. A copy of the executed monitoring agreement shall be submitted to the City prior to the earlier of the commencement of any ground-disturbing activity, or the issuance of any permit necessary to commence a ground-disturbing activity. The monitor will complete daily monitoring logs that will provide descriptions of the relevant ground-disturbing activities, the type of construction activities performed, locations of ground-disturbing activities, soil types, cultural-related materials, and any other facts, conditions, materials, or discoveries of significance to the Tribe. Monitor logs will identify and describe any discovered TCRs, including but not limited to, Native American cultural and historical artifacts, remains, places of significance, etc., (collectively TCRs), as well as any discovered Native American (ancestral) human remains and burial goods. Copies of monitor logs will be provided to the City upon written request to the Tribe. On-site tribal monitoring shall conclude upon the latter of the following (1) written confirmation to the Kizh from a designated point of contact for the City that all ground-disturbing activities and phases that may involve ground-disturbing activities on the project site or in connection with the project are complete; or (2) a determination and written notification by the Kizh to the City that no future, planned construction activity and/or development/construction phase at the project site possesses the potential to impact Kizh TCRs.

City and approved Native
American monitor
Construction involving grounddisturbing activity
Mitigation Monitoring and Reporting Program Ascent
City of Pomona
8 San Jose Creek Multi-Use Bikeway Project
Mitigation Measures Implementation Responsibility Timing Verification Mitigation Measure TCR-2: Unanticipated Discovery of Tribal Cultural Resource Objects (Non-Funerary/Non-Ceremonial)
Upon discovery of any TCRs, all construction activities in the immediate vicinity of the discovery shall cease (i.e., not less than the surrounding 50 feet) and shall not resume until the discovered TCR has been fully assessed by the Kizh monitor and/or Kizh archaeologist. The Kizh will recover and retain all discovered TCRs in the form and/or manner the Tribe deems appropriate, in the Tribe’s sole discretion, and for any purpose the Tribe deems appropriate, including for educational, cultural and/or historic purposes.

City, contractor(s), and approved
Native American monitor and/or
archaeologist
During construction involving
ground-disturbing activity
Mitigation Measure TCR-3: Unanticipated Discovery of Human Remains and Associated Funerary or Ceremonial Objects
Native American human remains are defined in PRC 5097.98 (d)(1) as an inhumation or cremation, and in any state of decomposition or skeletal completeness. Funerary objects, called associated grave goods in PRC Section 5097.98, are also to be treated according to this statute. If Native American human remains and/or grave goods are discovered or recognized on the project site, then PRC 5097.9 as well as Health and Safety Code Section 7050.5 shall be followed. Human remains and grave/burial goods shall be treated alike per PRC section 5097.98(d)(1) and (2). Preservation in place (i.e., avoidance) is the preferred manner of treatment for discovered human remains and/or burial goods. Any discovery of human remains/burial goods shall be kept confidential to prevent further disturbance.

City, contractor(s), and approved
Native American monitor and/or
archaeologist
During construction involving
ground-disturbing activity
Notes: dBA = a-weighted decibels; I = Interstate; in/sec = inches per second; MBTA = Migratory Bird Treaty Act; PPV = peak particle velocity; PRC = Public Resources Code; RMS = root mean square; STC = Sound Transmission Class; TCR = tribal cultural resources.

City Council / Housing AuthorityAugust 3, 2026

City Council / Housing Authority
August 3, 2026