4. Locations of curbs, grade beams, utility structures, light standards, tree wells or any other protrusions as applicable to the project, and that project formed details are available for each.
B. Although the Owner may provide soil testing and quality assurance inspection during earthwork and Subgrade preparation, the Owner's quality assurance program does not relieve the Contractor of responsibility for quality control and system performance.
Contractor shall obtain any quality control testing or inspection not provided by the Owner that is necessary to satisfy the Contractor with the condition of the Subgrade prior to commencement of the work. This may include:
1. Proof rolling of the subgrade to determine presence of soft spots or localized pockets of objectionable materials.
2. Compaction testing.
C. Where deficiencies or inconsistencies are identified, the Contractor shall notify the Design Engineer in writing. The Contractor will not proceed with the work until the Design Engineer has verified that the deficiencies or inconsistencies have been addressed.
D. Beginning of Base Course installation means acceptance of Subgrade.
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3.2 INSTALLATION BASE COURSE
A. Install the Base Course at the thickness, compaction, surface tolerances, and elevations outlined in the plans.
1. The aggregate should be spread and compacted in uniform layers not exceeding 6 inch loose thickness.
2. Density testing shall be conducted to verify conformance.
3. Surface tolerance should be plus or minus 3 /8 in. (10 mm) over a 10 ft. (3 m) straight edge laid in any direction.
4. Attention will be paid to providing proper compaction near curbs, grade beams, concrete collars around utility structures, lights standards, tree wells, building edges and other protrusions as applicable to the project. In areas not accessible to large compaction equipment, compact to specified density with mechanical tampers (jumping jacks).
5. The upper surface of the base shall be sufficiently well graded and compacted to prevent infiltration of the bedding sand into the base both during construction and throughout its service life. Segregated areas of the granular base shall be blended by the application of crushed fines that have been watered and compacted into the surface.
6. Before commencing the placing of the Bedding Course, the base shall be inspected by the Owner or the Consultant
3.3 INSTALLATION EDGE RESTRAINTS
A. Adequate edge restraint shall be provided along the perimeter of all paving as specified. The face of the edge restraint, where it abuts pavers, shall be vertical.
B. All concrete edge restraints shall be constructed to dimensions and level specified and shall be supported on a compacted Base not less than 6 inch thick.
C. Concrete used for the construction of edge restraints shall be air-entrained and have a compressive strength as specified. All concrete shall be in accordance with ASTM C-94 requirements.
3.4 INSTALLATION BEDDING COURSE, PAVERS AND JOINT FILLING SAND A. Spread the Bedding Course evenly over the Base Course and screed to thickness shown in plans. The screeded sand should not be disturbed. Place sufficient sand to stay ahead of the laid pavers. Do not use the bedding sand to fill depressions in the Base Course surface.
B. The Contractor shall screed the Bedding Course using either an approved mechanical spreader (e.g.: an asphalt paver) or by the use of screed rails and boards C. Ensure that Pavers are free of foreign material before installation. Pavers shall be inspected for color distribution and all chipped, damaged or discolored Pavers shall
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be replaced. Initiation of Paver placement shall be deemed to represent acceptance of the pavers.
D. Lay the Pavers in the pattern(s) as shown on the drawings. Maintain straight pattern lines.
E. Paving units shall be installed from a minimum of 3 bundles by hand, and 6 bundles during mechanical installation, simultaneously to ensure color blending.
F. Joints between the individual Pavers, and between Pavers and the Edge Restraints, buildings, collars, or other protrusions/edging, on average shall be between 1 /16 in. and 3 /16 in. (2 mm to 5 mm) wide.
G. Fill gaps at the edges of the paved area with cut pavers or edge units. Do not install cut pavers smaller than one-third of a whole paver along edges subject to vehicular traffic – trim two pavers to fit.
H. Cut all pavers using a masonry saw. Upon completion of cutting, the area must be swept clean of all debris to facilitate inspection and to ensure the Pavers are not damaged during compaction.
I. Using a low amplitude plate compactor capable of at least 5,000 lbs. (22 kN) compaction at a frequency of 75 hz –100 hz, compact the Pavers into the Bedding Course.
J. The pavers shall be compacted to achieve consolidation of the sand bedding and brought to level and profile by not less than three passes. Initial compaction should proceed as closely as possible following the installation of the paving units and prior to the acceptance of any traffic or application of sweeping sand.
K. Any units that are structurally damaged during compaction shall be immediately removed and replaced.
L. Sweep dry Joint Filling Sand into the joints and vibrate until they are full. This will require at least two or three passes with the compactor. Do not compact within 3 ft (1 m) of the unrestrained edges of the paving units.
M. All work to within 3 ft (1 m) of the laying face must be left fully compacted with sandfilled joints at the end of each day. Cover the laying face with plastic sheets overnight if not closed with cut and compacted pavers.
N. Sweep off excess sand when the job is complete.
O. The final surface elevations shall not deviate more than 3 /8 in. (10 mm) under a 10 ft (3 m) long straightedge.
P. The surface elevation of pavers shall be 1 /8 to 1 /4 in. (3 to 6 mm) above adjacent drainage inlets, concrete collars or channels.
3.5 QUALITY ASSURANCE/QUALITY CONTROL
A. Quality Assurance - The Owner may engage inspection and testing services, including independent laboratories, to provide quality assurance and testing services
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during construction. This does not relieve the Contractor from securing the necessary construction quality control testing.
B. Quality assurance should include as a minimum verification with the Design Engineer that the Contractor’s quality control plan and testing are adequate. Quality assurance shall also include observation of construction for general compliance with design drawings and project specifications.
C. Quality Control – The Contractor shall engage inspection and testing services to perform the minimum quality control testing described in the design plans and specifications. Only qualified and experienced technicians and engineers shall perform testing and inspection services.
D. Quality control testing shall include backfill testing to verify soil types and compaction, and verification that the system is being constructed in accordance with the design plans and project specifications.
3.6 AS-BUILT CONSTRUCTION TOLERANCES
A. Final inspection shall be conducted to verify conformance to the drawings after removal of excess joint sand. All pavements shall be finished to lines and levels to ensure positive drainage at all drainage outlets and channels.
B. The final surface elevations shall not deviate more than +/- 3/8 inch under a 10 ft long straight edge.
END OF SECTION
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Packet Pg. 1000 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) KIMLEY-HORN & ASSOCIATES, INC. SAN CARLSO FIRE STATION 16 Technical Specifications
32 19 00 - 1 Traffic Signal and Electrical Work
SECTION 32 19 00
FIRE STATION WARNING SYSTEM AND RECTANGULAR RAPID FLASHING BEACON SYSTEM
PART 1 - GENERAL
1.1 DESCRIPTION
A. This Section covers the work related to installation of the fire station warning system, rectangular rapid flashing beacons (RRFB), and other necessary electrical work on public right of way.
B. Where reference is made to Caltrans Standard Specifications (CTSS) or Caltrans Standard Plans (CTSP), the referenced publications are the latest revisions of 2018 editions.
C. Where reference is made to the California Manual on Uniform Traffic Control Devices for Streets and Highways (CA MUTCD or MUTCD), the referenced publication is the 2014 edition.
D. The work is to be performed at the following location in the City of San Carlos:
1. 1280 Alameda de las Pulgas, San Carlols.
1.2 PROCUREMENT
A. The CONTRACTOR shall provide all material, equipment, and labor necessary to furnish and install all warning system and RRFB system components, all associated hardware and equipment, and all appurtenant work to provide a functional installation, complete in place and operable, as shown on the Drawings and as specified herein.
1.3 SUBMITTALS
A. Product Data and Shop Drawings: Submit product data or shop drawings for all products in this Section including but not limited to the following items:
1. Flashing Beacons
2. Type 9B Pole
3. Type 15 FBS pole
4. Type 1B Pole
5. Pull Box
6. Conduit
7. Conductors and wiring
8. RRFB system
PART 2 - PRODUCTS
2.1 GENERAL
A. Installation of fire station warning system and RRFB system shall conform to Section 86, “General,” and Section 87, "Electrical Systems," of the latest revisions of the Caltrans Standard Specifications and Caltrans Standard Plans and as specified herein.
2.2 FOUNDATIONS
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32 19 00 - 2 Traffic Signal and Electrical Work
A. Foundations for traffic signal standards and RRFB poles shall conform to the provisions in Section 56-3.01C(2), “Foundations”, of the State Standard specifications, City Standard Details, and these Technical Requirements.
B. All foundation anchor bolts, reinforcing steel, grounding wire, conduit, and associated hardware shall be provided by the contractor.
C. All foundation anchor bolts, nuts (2 per bolt), and washers (2 per bolt) shall be galvanized in conformance with the provisions in Section 75-1.02B, “Galvanizing” of the State Standard Specifications. Anchor bolts, nuts and washers from removed or abandoned foundations shall not be re-used.
D. All conduits passing through any foundation shall be rigid metal.
E. Foundations for existing street light, traffic signal poles, traffic signal controllers, and electrical service panels, where specified on the plans, shall be removed or abandoned.
2.3 STANDARDS AND STEEL PEDESTALS
A. Poles, steel pedestals and posts shall conform to Section 86-1.02J, "Standards, Poles, Pedestals, and Posts" of the State Standard Specifications, State Standard Plans, City Standard Details, and these Technical Requirements.
B. Flashing beacon signal standards and RRFB poles identified by Caltrans designation shall conform to the Caltrans Standard Plans and Specifications. All Caltrans standards, fitted top caps, handhole and base covers, and other ferrous metal shall be galvanized in conformance with the provisions in Section 75-1.02B, “Galvanizing”, of the State Standard Specifications and coated in conformance with the provision for “Painting and Epoxy Coating” of this section.
2.4 CONDUIT
A. Conduit materials shall conform to the provisions in Section 86-1.02, “Materials” of the State Standard Specifications and this section.
B. Conduit shall be non-metallic Schedule 40 PVC, except conduits passing through foundations or inside concrete structures (e.g. gateway wall) which shall be rigid metal. Minimum size for conduit shall be 2". All conduits shall be terminated with bushings/end bells.
C. Conduit for guided boring is high density extra high molecular weight polyethylene meeting requirements of ASTM D1248.
D. When conduit extension is required, the Contractor shall use the same type and size of conduit as existing along with an approved type of coupling.
E. The Contractor shall not use 90q elbows only large radius 45q elbows shall be allowed.
2.5 PULL BOXES
A. Pull boxes shall conform to all applicable specifications in Section 86-1.01C(2) - Pull Boxes, and Section 86-1.02C – Pull Boxes, of the Caltrans Revised Standard Specifications and State Standard Detail ES-8, unless otherwise specified.
B. All pull boxes shall be pre-cast reinforced concrete with Fibrelyte plastic covers unless otherwise shown on the plans.
C. All pull boxes shall be No. 5 unless otherwise noted on the plans.
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Packet Pg. 1002 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) KIMLEY-HORN & ASSOCIATES, INC. SAN CARLSO FIRE STATION 16 Technical Specifications
32 19 00 - 3 Traffic Signal and Electrical Work
2.6 CONDUCTORS AND WIRING
A. Conductors, Cables, and Wiring, shall comply with section 86-1.02F “Conductors and Cables” of State Standard Specifications, and provisions below.
B. All conductors shall be copper, type THW or THWN conforming to State Standard Specifications.
C. Conductors 10 AWG (American Wire Gauge) and larger (numerically) shall be solid unless otherwise approved by the Engineer.
2.7 VEHICLE SIGNAL FLASHERS
A. Vehicle Signal Flashers, shall comply with section 86-1.02R “Signal Heads, of State Standard Specifications, and provisions below.
B. All lamps for traffic signal units shall be furnished by the Contractor. All traffic signal units shall be LED lamps per the following LED specification section.
C. Signal section housing shall be metal and lens door fasteners shall be stainless steel (wing nuts, fastening bolts, etc.).
D. All materials for traffic flasher unit shall be Contractor furnished. Back plates shall be aluminum and shall be secured to the signal head in such a way as to prevent damage during high wind.
E. Traffic flashers faces on this project shall be twelve inch (12”) sections and shall utilize yellow light emitting diode (LED) signal modules. Each LED signal module shall consist of an assembly that utilized light emitting diodes as the light source in lieu of an incandescent lamp for use in traffic signal sections. The LED signal modules shall comply with the current California Department of Transportation Light Emitting Diode Specifications at the time of installation.
F. Traffic flashers shall be activated through a digital timer. The timer shall be capable of programming a delay between the time that the push button is pressed and the time at which the flashers are activated. The timer shall be adjustable from a minimum of 10 seconds to a maximum of 4 minutes. The timer shall control the flashers directly or through a contactor switch to provide the correct voltage for proper operation of the flashers.
2.9 PEDESTRIAN PUSH BUTTON
A. All pedestrian push button assemblies shall be Type B (5" x 7.5") per State Standard Plan ES-5C. Pedestrian push button signs shall be the international type (5" x 7.5").
Pedestrian push buttons shall be mounted minimum 36” and a maximum 40” above the adjacent pavement. Pushbutton shall be Polara brand or City-approved equivalent, and shall have the following features:
a. Push Button Body
i. High Impact Polycarbonate allow blend
ii. Color: Yellow
iii. Melt Temperature: 500°F (269°C)
iv. High Temperature dimensional stability
v. Checmical resistance to gasoline and oils
vi. Weather resistant
vii. UV stable
viii. High impact strength at temperatures down to -40°F (-40°C). ix. Include a Tactile Arrow pointing in the actuation direction
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Packet Pg. 1003 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) KIMLEY-HORN & ASSOCIATES, INC. SAN CARLSO FIRE STATION 16 Technical Specifications
32 19 00 - 4 Traffic Signal and Electrical Work
b. Push Button Bearing
i. Bearing Material: Black Nylon
ii. Maximum Temperature: 170°F (77°C)
iii. Maximum Intermittent Temperature: 355°F (179°C)
iv. Chemical resistant
v. High impact strength
c. Push Button
i. High Impact polycarbonate allow blend (Yellow)
ii. Actuating Force: 3 ± 1 lbs
iii. Actuating Stroke: 0.25” MAX
iv. Typical Life: Greater than 20 milllion operations.
v. Chemical resistant
vi. High impact strength
2.10 FIRE STATION PUSH BUTTON
A. The push button shall be a Polara Engineering, Inc., “Bulldog”, Model #BDLM2-G, vandal resistant, pedestrian push button in a State Type “A” push button housing, modified to fit flat against a wall. Red light on pushbutton housing shall be displayed during period that emitter is not activated. Green light shall be displayed during period that emitter is activated.
2.11 CABINET
A. Contract shall supply a small metal cabinet enclosure to be installed in the fire station garage. Cabinet shall house the transformer, fuse, timer and other appurtenances required to provided a fully functioning flashing beacon system. Contractor shall submit cut sheets of the proposed cabinet and electronic components to the Architect for approval prior to purchase.
2.12 RECTANGULAR RAPID FLASHING BEACON (RRFB) ASSEMBLY
A. The work performed in connection with “Rectangular Rapid Flashing Beacon (RRFB) Assembly and Light Bar” shall comply with Section 82, “Signs and Markers” and Section 15, “Existing Facilities,” of the Standard Specifications, the 2014 California Manual on Uniform Traffic Control Devices (MUTCD) Revision 5, in accordance to the manufacturers recommendations, and in conformance with designs and details shown on the plans and these special provisions.
B. RRFB Assembly work consists of furnishing and installing the following:
a. RRFB Light Bars
b. RRFB Assembly Pole and Foundation
c. RRFB Controller and Enclosure
d. Solar Panel and Battery Enclosure
e. Pedestrian Push Button
f. RRFB Assembly Pedestrian Signage
C. All items shall be furnished new by Contractor unless otherwise specified in these Special Provisions.
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32 19 00 - 5 Traffic Signal and Electrical Work
D. Rectangular Rapid Flashing Beacon (RRFB) shall comply with FHWA Interim Approval for Optional Use of Pedestrian-Activated Rectangular Rapid-Flashing Beacons at Uncontrolled Marked Crosswalks (IA-21), dated March 21, 2018. The assembly shall be pedestrian push button activated.
E. The RRFB housing shall contain two primary light bars mounted in compliance with MUTCD requirements. The housing shall have side emitting pedestrian confirmation lights. The LEDs used shall be rated for a minimum 15-year life. The RRFB shall meet SAE J595 class 1 intensity and SAE J578 chromaticity.
F. The RRFB housing shall be made of powder-coated aluminum with a minimum thickness of 0.125”, and shall provide a mounting mechanism allowing for directional rotation of the primary light bars toward oncoming traffic at curves and corners.
G. The controller shall auto-adjust RRFB brightness based on ambient light levels, and dim during night operations.
H. Flash duration shall be field-configurable to one second increments, programming is responsibility of the contractor.
I. RRFB bars mounted on a pole shall be able to be independently aimed to optimize performance in each direction.
J. RRFB Controller Enclosure (if required by the manufacturer) shall be a NEMA 3R enclosure with a dead front panel and a hasp with a 7/16-inch hole for a padlock. The enclosure shall be powder coated, hot-dip galvanized, or factory-applied rust resistant prime coat and finish coat.
K. RRFB Solar Panel Assemblies shall be rated for a minimum of 300, 20 second activations per day, year-round operations.
L. RRFB Standards And Posts as shown on the plans, and the installation thereof, shall conform to the provisions in Section 86-1.02J, "Standards, Poles, Pedestals and Posts," of the Standard Specifications and these Special Provisions. Foundations shall conform to Section 86-2.03, "Foundations", and Section 87-1.03E(3), "Concrete Pads, Foundations, and Pedestals" of the Standard Specifications.
PART 3 - EXECUTION
3.1 GENERAL
A. All Equipment furnished by the Contractor shall be guaranteed to the City, by the manufacturers, for a period of not less than one (1) year following the date of acceptance of the installation of such equipment unless specified otherwise. If any part (or parts) is found to be defective in materials or workmanship within the one year period and it is determined by the Engineer or by an authorized manufacturer’s representative that said part (or parts) cannot be repaired on the site, the manufacturer shall provide a replacement part (or parts) of equal kind and/or type during the repair period, and shall be responsible for the removal, handling, repair or replacement, and reinstallation of the part (or parts) until such time as the traffic signal and/or street lighting equipment is functioning as specified and as intended herein; the repair period shall be made upon notification.
B. The one (1) year guarantee on the repaired or replaced parts shall again commence with the date of acceptance by the City.
C. The work shall consist of: installation of new poles and foundation, flasher’s mast arm, “yellow” flashers, mast arm and pole mounted signs, cabinet enclosure, transformer, fuse, timer, and push buttons at the San Carlos Fire Station #16, and installation of
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new poles and foundations, rectangular rapid flashing beacons, solar panels, battery backups, push buttons, and signs, at the intersection of Alamdeda de Las Pulgas and Howard Avenue.
D. All systems shall be complete and in satisfactory operating conditions at the time of Contract acceptance.
3.2 FOUNDATIONS
A. Installation of foundations for traffic signal standards and RRFB poles shall conform to the provisions in Section 87-1.03E(3), “Concrete Pads, Foundations, and Pedestals”, of the State Standard specifications, City Standard Details, and these Technical Requirements.
B. Exposed foundation anchor bolts shall be properly protected with either barricades or traffic cones until signal standards are erected.
3.3 STANDARDS AND STEEL PEDESTALS
A. Poles shall be set back from face of curb no less than 30 inches to face of standard or pole and all equipment on poles that is mounted less than 15 feet high shall have a minimum horizontal offset of 2 feet from the face of the curb. Traffic signal base plate shall be installed parallel to the stop bar unless otherwise specified by the Engineer.
All poles shall be leveled using a level. All signal poles and signal standards shall be galvanized.
3.4 CONDUIT
A. Installation of Conduit shall conform to section 87-1.03B, “Conduits Installation” of the State Standard Specifications.
B. Conduit runs shown on the Drawings which are to be located behind the curbs may be installed in the street, within 2 feet of and parallel to the gutter line of the curb by the trenching method specified in Section D below.
C. After conductors have been installed, the ends of conduits terminating in pull boxes and controller cabinets shall be sealed with an approved type of sealing compound.
D. All conduit bends greater than 44 degrees shall be factory bends, and shall have a minimum radius of 18 inches. Where factory bends are not used conduit shall be bent without crimping or flattening using the longest radius possible. Bending of nonmetallic conduit shall be by methods recommended by the conduit manufacturer and with equipment approved for that purpose.
E. All conduits to be installed across traffic lanes shall be installed using directional boring or open trench as determined by the Contractor. The Contractor shall determine clearance depths for utility crossings prior to conduit installation.
3.5 PULL BOXES
A. Installation of Conduit shall conform to section and 87-1.03C, “Installation of Pull Boxes” of the State Standard Specifications.
B. Pull boxes in areas subject to traffic loads shall be installed on a concrete footing to withstand the traffic load. Tops of pull boxes shall be flush with the surrounding grade.
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Packet Pg. 1006 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) KIMLEY-HORN & ASSOCIATES, INC. SAN CARLSO FIRE STATION 16 Technical Specifications
32 19 00 - 7 Traffic Signal and Electrical Work
C. Where pull boxes are to be placed in areas subject to traffic loads, a steel or cast iron cover shall be used in lieu of the concrete cover.
D. Where the sump of an existing pull box is disturbed by the CONTRACTOR’s operations, the sump shall be reconstructed and if the sump was grouted, the old grout shall be removed and new grout shall be placed.
E. Pull boxes shall also be installed at locations where conduits branch, adjacent to the foundation for each signal standard and at Fire Station, and at the toe of slope or at the hinge point when placed on a slope.
F. Grout shall be required over the drain rock sump in the bottom of pull boxes installed in areas other than sidewalk or paved areas. A one inch drain hole shall be provided through the grout.
G. Pull boxes shall be installed at the locations shown on the plans or as directed by the City Engineer. Existing pull boxes, which are damaged, shall be replaced. Pull boxes shall be installed no closer than six inches (6”) to the nearest score mark on existing sidewalk.
H. Unless otherwise noted on the plans or directed by the City Engineer all traffic signal pullbox lids shall be labeled “Traffic Signal”.
3.6 CONDUCTORS AND WIRING
A. Installation of Conductors, Cables, and Wiring, shall comply with section 87-1.03F “Conductors and Cable Installations”, of State Standard Specifications, and provisions below.
B. Conductors (commons and lighting) shall be spliced as shown on Caltrans Standard Plan ES-13 using method C, S, or T using C shaped compression connectors and installed by Method B. Splices shall only be allowed in pull boxes.
C. No splicing shall be allowed in the homerun pull box next to the fire station building.
D. All conductors/cables shall have four to six feet of slack in all pull boxes.
E. A bare No. 8 copper wire shall be run uninterrupted in ALL CONDUIT RUNS, including any rigid conduit and conduit containing only detector lead-in cables, signal interconnects and/or a pull rope. The copper wire shall be grounded per code.
F. A pull rope shall be installed uncut and without splices from one pull box to the next, with not less than four feet of slack in each pull box.
G. After conductors have been installed, the ends of conduits terminating in pull boxes and shall be sealed with an approved type of sealing compound.
H. Identification bands shall be placed near the ends of termination points of all conductors.
3.7 VEHICLE SIGNAL FLASHERS
A. Traffic flashers shall be activated through a digital timer. The timer shall be capable of programming a delay between the time that the push button is pressed and the time at which the flashers are activated. The timer shall be adjustable from a minimum of 10 seconds to a maximum of 4 minutes. The timer shall control the flashers directly or through a contactor switch to provide the correct voltage for proper operation of the flashers.
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32 19 00 - 8 Traffic Signal and Electrical Work
3.8 PEDESTRIAN PUSH BUTTON
A. Installation of Pedestrian Push Buttons, shall conform to Section 87-1.03U, “Push Button Assemblies”, of the State Standard Specifications and provisions below.
B. Where a push button is attached to a pole, the housing must be shaped to fit the pole's curvature. Use saddles if needed to make a neat and secure fit.
C. Install the push button and the sign on the crosswalk side of the pole.
D. Attach the sign on a Type B push button assembly.
E. All pedestrian pushbutton plates shall be secured to the pedestrian pushbutton assembly with 8-32 x 3/8” button head torx tamperproof stainless steel screws.
3.9 FIRE STATION PUSH BUTTON
A. Contactor shall install push button sign as described in “Detail A” on the plans.
B. Contractor shall supply twelve (12) spare light bulbs for use in the pushbutton housing.
C. Push button shall activate a digital timer which in turn will activate vehicle flashers.
3.10 CABINET
A. Contractor shall install a cabinet enclosure as directed by the architect in the fire station garage. Contractor shall install all the necessary equipment inside the cabinet as indicated on the project plans, and make all cuts and connections necessary for fully functioning pre-emption system.
3.11 RECTANGULAR RAPID FLASHING BEACON (RRFB) ASSEMBLY
A. Install RRFB Assembly per manufacturer’s instructions and as shown on the plans.
B. Location of pole placement shall be field reviewed and confirmed by the Engineer prior to installation.
3.12 EQUIPMENT LIST AND DRAWINGS
A. Where the Contractor installs electrical equipment as detailed on the plans, the submission of detailed drawings and diagrams will not be required.
3.13 SCHEDULING OF WORK
A. The Contractor will aim all traffic signal heads under the Engineer’s direction before placing either system in operation.
B. Flashing beacon system will not be placed in operation prior to the Engineer’s acceptance.
C. After the intersection is placed in operation, a five-day fully operational test period will begin. The Contractor shall correct any failures or malfunctions occurring in that fiveday period. After such corrections are completed, a new five-day test will recommence.
3.14 MAINTAINING TRAFFIC
A. Maintenance of traffic shall conform to Section 7-1.03 “Public Convenience”, 7-1.04 “Public Safety”, 12-3.04 “Portable Delineators” of the CTSS, Manual of Traffic Controls for Construction and Maintenance Work Zones, and these special provisions.
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32 19 00 - 9 Traffic Signal and Electrical Work
B. The Contractor shall notify the local authorities of the Contractor’s intent to begin work at least five (5) days before work is begun. The Contractor shall cooperate with local authorities relative to handling traffic through the area and shall make his own arrangements relative to keeping the working area clear of parked vehicles.
3.15 BONDING AND GROUNDING
A. All metallic conduits, nonmetallic conduit grounding wire, standards, service equipment, controllers, and ballasts shall be made mechanically and electrically secured to form a continuous system and shall be effectively grounded.
B. Grounding of metallic conduit, service equipment and neutral conductor at service points shall be accomplished as required by the applicable code and the serving utility.
C. A bare No. 8 copper grounding wire shall be run continuously in ALL CONDUIT RUNS. The copper wire shall be grounded per Code.
PART 4 - PAYMENT
4.1 GENERAL
A. The lump sum price paid for “Installation of Fire Station Warning System” at Fire Station 16 shall include full compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all work involved in installing the new poles, mast arms, flasher, signs, pullboxes, and conduits, rewiring as required, and removing pullbox and conduit, as shown on the Plans, as specified in these Special Provisions, and as directed by the Engineer, including but not limited to sawcutting, splicing flasher conductors, installation of conduits, pullbox, restoring sidewalk, pavement and appurtenances damaged or destroyed during construction, coordinating with other trades and utilities, and making all required tests.
B. The lump sum price paid for “Installation of RRFB System” at Alameda de Las Pulgas and Howard Street crosswalk shall include full compensation for furnishing all labor, materials, tools, equipment and incidental for doing all work involved in the RRFB assembly installations as shown on the plans, as specified in these special provisions, the Standard Plans and Specifications and as directed by the Engineer, including, all appurtenances and equipment specified, staking, potholing, RRFB, solar panels, wiring, conductors, minor concrete, controller enclosures, foundations, installation of equipment, testing, and no additional payment will be allowed therefore..
END OF SECTION
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Packet Pg. 1009 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) KIMLEY-HORN & ASSOCIATES, INC. SAN CARLSO FIRE STATION 16 Technical Specifications
32 20 00 - 1 Traffic Signs
SECTION 32 20 00
TRAFFIC SIGNS
PART 1 - GENERAL
1.1 DESCRIPTION
A. This Section covers the work related to traffic signs.
B. Where reference is made to Caltrans Standard Specifications (CTSS) or Caltrans Standard Plans (CTSP), the referenced publications are the latest revisions of 2018 editions.
C. Where reference is made to the California Manual on Uniform Traffic Control Devices for Streets and Highways (CA MUTCD or MUTCD), the referenced publication is the 2014 edition.
D. The work is to be performed at the following location in the City of San Carlos:
1. 1280 Alameda de las Pulgas, San Carlols.
1.2 PROCUREMENT OF SIGNS, AND NECESSARY MOUNTING HARDWARE A. The Contractor shall furnish and install the W11-8, w11-2, and w16-7p signs and hardware required to mount the signs onto the Type 9B and Type 15-FBS poles shown on CTSP RSP ES-7J and ES-7K, and rectangular rapid flashing beacon (RRFB) assembly as shown on the project plans.
1.3 SUBMITTALS
A. Product Data and Shop Drawings: Submit product data or shop drawings for all products in this Section including but not limited to the following items:
1. W11-8 sign specification.
2. W11-2 sign specification.
3. W16-7p sign specification.
PART 2 - PRODUCTS
2.1 TRAFFIC SIGNS AND HARDWARE
A. All traffic signs shall conform to the most recent Caltrans Uniform Sign Chart, and “Specifications for Reflective Sheeting Aluminum Signs,” and “Framing Details for Sheet Aluminum Signs.”
B. The Contractor shall supply and install all signs and necessary hardware.
C. Sign panels shall be sheet aluminum products of a commercial sign manufacturer.
The aluminum panel shall not be less than 0.080-inch thick.
D. Signs shall consist of high quality reflective sheeting manufactured to meet Caltrans’ “Specifications for Reflective Sheeting Aluminum Signs.” Copies of Caltrans’ “Specifications for Reflective Sheeting Aluminum Signs” and “Framing Details for Sheet Aluminum Signs” may be obtained from Caltrans Office of Business Management, Material Operations Branch, 6002 Folsom Boulevard, and Sacramento, California 95819.
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Packet Pg. 1010 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) KIMLEY-HORN & ASSOCIATES, INC. SAN CARLSO FIRE STATION 16 Technical Specifications
32 20 00 - 2 Traffic Signs
E. Sign dimensions shall conform to Caltrans’ “Sign Specification Sheets.” Copies of the sign specification sheets may be purchased from Caltrans’ Central Publication Distribution Unit, also located at 6002 Folsom Boulevard, Sacramento, California 95819.
F. Hardware for signs to be banded on the Type 15-FBS poles shall be vandalproof hardware “Signfix” or approved equal.
PART 3 – EXECUTION
3.1 INSTALLATION
A. Traffic signs shall be installed at the locations shown on the plans, as shown in CTSP RSP ES-7J and ES-7K, and as directed by the Engineer, and shall conform to the applicable sections in Section 82-1, "Signs and Markers," of the Standard Specifications and these Special Provisions. All new signs to be installed shall be of high-intensity material.
PART 4 - PAYMENTS
4.1 GENERAL
A. The cost of furnishing and installing traffic signs shall be included in the various other items of work.
END OF SECTION
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Packet Pg. 1011 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION 16
32 31 20 - 1 Decorative Metal Fences and Gates
SECTION 32 31 20
DECORATIVE METAL FENCES AND GATES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes: Provide decorative steel fence system including gates, manual and automatically operated, framing, and accessories as required for complete fence installation as indicated.
1. Excavate for post bases and provide concrete anchorage for freestanding posts, provide sleeves and grout posts embedded in concrete construction.
2. Operating System: Provide electrically operated entry gate system, including gates, tracks, steel framing, roller guides, heavy duty stops, operators, and control system.
a. Control system to be operated by remote control from both sides with key operation from outside and push button from inside.
b. Provide photo sensors at gate that allow vehicle to exit.
3. Provide electrical wiring from make-up box to electrical operators and control stations.
B. Related Sections:
1. Section 01 50 00: Temporary construction fence.
2. Section 05 50 00: Miscellaneous metal fabrications.
1.2 REFERENCES
A. American Welding Society (AWS): D1.1, Structural Welding Code.
1.3 ADMINISTRATIVE REQUIREMENTS
A. Design/Build: Provide special engineering to ensure compliance with applicable codes and Contract Documents.
1.4 SUBMITTALS
A. Product Data: Submit product literature for gates and operators, gate hardware, grout, and manufactured items.
B. Shop Drawings: Indicate fence and gate layout, spacing of components, connections, fabrication details, accessories, and anchorage.
1. Indicate profiles, sizes, connections, and anchorage.
2. Provide templates as required for anchor installation by others.
C. Samples: Submit samples fence section with welds and finish.
D. Design/Build Certificates: Submit certification signed by California licensed structural engineer indicating compliance with Contract Documents and code requirements.
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Packet Pg. 1012 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION 16
32 31 20 - 2 Decorative Metal Fences and Gates
1.5 QUALITY ASSURANCE
A. Sustainability Requirements: Comply with CALGreen requirements including those relative to finish material pollution control for paints and coatings.
B. Fabricator: Firm with minimum five years successful experience fabricating custom steel fences and gates like those required for Project.
PART 2 - PRODUCTS
2.1 MATERIALS
A. System Description: Provide decorative steel fence system including gates, manual and automatically operated, framing, and accessories.
B. Regulatory Requirements: Design fence and gates to support loads as required by California Building Standards Code.
C. Performance Criteria: In addition to applicable code requirements, design to support minimum lateral force of 50 lbs./lin. ft. uniform load and 200 lbs. at any single point without permanent set or damage; ASTM E935.
D. Steel Shapes, Plates and Bars: ASTM A36; shapes and sizes as indicated on Drawings; provide weights suitable for specified loads; galvanized.
E. Structural Steel Sheet: Hot rolled, ASTM A1011; or cold rolled, ASTM A1008, Class 1; of grade required for design loading; galvanized.
F. Steel Tubing: Cold formed ASTM A500; or hot rolled, ASTM A501; minimum Grade B; seamless where exposed; galvanized.
G. Grout: Non-shrink meeting ASTM C1107 non-metallic, pre-mixed, factory-packaged, non-staining, non-corrosive; type specifically recommended by manufacturer as applicable to job condition.
H. Fasteners and Rough Hardware: Type required for specific usage; provide zinccoated fasteners.
I. Welding Materials: AWS D1.1, type required for materials being welded.
J. Primer: Provide primers as recommended by paint manufacturers for substrates and paints specified in Section 09 90 00 – Painting and Coating.
1. Galvanizing Repair Paint: High zinc-dust content paint for regalvanizing welds in galvanized steel.
K. Concrete: ASTM C94, normal Portland cement, 2,500 psi at 28 days, 2" to 3" slump, 2 to 4 percent entrained air.
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Packet Pg. 1013 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION 16
32 31 20 - 3 Decorative Metal Fences and Gates
2.2 FABRICATION
A. Framework: Design and fabricate fence to withstand anticipated loads, including loads from people climbing on fence.
1. Configurations: As indicated, welded construction unless otherwise indicated.
2. Fittings: Provide fittings and accessories as required for complete installation.
B. Fence Infill: As indicated; welded construction.
C. Gates: Fabricate high speed bi-fold gates and rolling gates as indicated, welded construction.
1. Bi-Fold Gates Manufacturers:
a. Wallace Perimeter Security (866.300.1110)/PDXT Series SpeedGate, bi-fold type gates.
b. Substitutions: Refer to Section 01 25 00.
2. Accessories: Keepers, stops, and accessories as required for complete, secure manually operated fence gate installation.
D. Electric Operators: Provide operators designed for extra heavy use with constant daily open/close cycles anticipated for fire station application.
1. Operators: UL approved; size appropriate for use at no more than 75% rated capacity; fully enclosed magnetic crossline reversing starter; voltage as indicated on Electrical Drawings.
a. Electrical Gates: UL 325 listed and installed in accordance with ASTM F2200; comply with California Fire Code Section 503.6.
2. Controls: Programmable logic controller with digital message display or LED indicators with programmable close timers and programmable input/output. a. Provide adjustable limit switches.
b. Provide systems which allows manual operation in case of power failure, but which cannot be operated from outside garage; maximum effort to manually open gates to be 50 lbs.
3. Control Stations: Weatherproof, fully guarded, electrically operated type, for each electric operator; 24-volt circuit; mounted as indicated. a. Bi-Fold gate control system to be operated by push-button control from inside, and remote control and key pad from outside; provide three preset remote-control units per four-fold gate assembly.
1) Safety Devices: Provide as required by applicable codes, including photo electric non-contact reversing control and electric gate edge to reverse gate operator.
4. Reversing Contactor: Heavy duty electrically interlocked reversing contactor; safety switch wired to stop or reverse gate upon striking object.
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Packet Pg. 1014 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION 16
32 31 20 - 4 Decorative Metal Fences and Gates
5. Automatic Closing System: Provide operator which is preset to automatically close after predetermined time; timing shall be based on average time for automobiles to pass through gates.
a. Provide system capable of being readjusted in field.
6. Seismic Switch: Provide special P Wave type switch designed to automatically open gates when exposed to an earthquake as acceptable to Owner.
E. Fabricate items with joints neatly fitted and properly secured.
F. Grind exposed welds continuous, smooth and flush with adjacent finished surfaces, and ease exposed edges to approximate 1/32" uniform radius.
G. Exposed Mechanical Fastenings (Slide Gate Hardware Only): Flush countersunk fasteners unobtrusively located, consistent with design of structure.
H. Fit and shop assemble in largest practical sections for delivery.
I. Make exposed joints flush butt type, hairline joints where mechanically fastened.
1. Fabricate joints exposed to weather in manner to exclude water or provide weep holes where water could accumulate.
J. Supply components required for proper anchorage of custom steel fence; fabricate anchorage and related components of same material and finish as custom steel fence.
K. Finishing: Galvanize and prime paint custom steel fencing; comply with requirements of Section 09 90 00 – Painting and Coating for preparation and priming.
1. Preparation: Thoroughly clean surfaces of rust, scale, grease and foreign matter prior to applying finishes.
2. Galvanizing: Provide minimum ASTM A123 or A924 and A653 G90 coating; iron and steel hardware galvanized conforming to ASTM A153.
3. Priming: Comply with requirements in Section 09 90 00 – Painting and Coating; do not shop prime surface areas requiring field welding; shop prime in one coat.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Field Measurements: Take field measurements prior to preparation of shop drawings and fabrication.
3.2 INSTALLATION
A. Install fence, gates, and accessories to provide rigid structure for configurations indicated as specified and in accordance with applicable code requirements.
B. Install line, corner, and terminal posts plumb in locations indicated on Drawings.
1. Coordinate embedded post sleeves with concrete work.
2. Grout posts solid where indicated on Drawings.
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32 31 20 - 5 Decorative Metal Fences and Gates
C. Install gates for free, easy operation.
1. Install automatic gate operators and accessories in accordance with manufacturer recommendations and installation instructions for proper smooth operation; test each gate operation and adjust as necessary for maximum lifespan of system.
D. Obtain Architect's review prior to site cutting or making adjustments that are not part of scheduled work.
E. Install components square and level, accurately fitted and free from distortion or defects detrimental to appearance or performance.
1. Supply items required to be cast into or embedded in other materials to appropriate trades.
2. Ensure alignment with adjacent construction; coordinate with related work to ensure no interruption in installation.
F. Make provision for erection stresses by temporary bracing; keep work in alignment.
G. Field bolt and weld to match standard of shop bolting and welding; hide bolts and screws whenever possible, where not hidden, use flush countersunk fastenings.
1. Perform field welding in accordance with AWS D1.1.
2. Bolting permitted for slide fence hardware only.
H. After installation, touch-up field welds and scratched and damaged surfaces; use same primer as used for shop coat.
I. Replace items damaged in course of installation and construction.
END OF SECTION
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Packet Pg. 1016 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 1 Landscape Irrigation
SECTION 32 84 00
LANDSCAPE IRRIGATION
PART 1 - GENERAL
1.1 SUMMARY
A. Scope of Work: Provide complete irrigation system to provide supplemental water necessary to sustain planting in healthy condition.
B. Related Sections:
1. Section 31 22 19: Finish Grading
2. Section 32 90 00 Planting
3. Section 32 98 00: Landscape Maintenance
1.2 SUBMITTALS
A. Material List
1. Manufacturer’s product technical data for every product installed shall be submitted prior to performing the work. Product information shall include the manufacturer, model number, and options (if any) for all equipment proposed.
B. As-built Drawings
1. As-built Drawings showing location of constructed work (if different from locations shown on plan) shall be submitted to the City’s Representative for review prior to project turnover. Drawings shall include dimensions from two permanent points of reference (i.e., built objects and not including plant material). Items to be located include:
a. Mainline (maximum dimension interval of 100’ along straight runs, dimension all changes in direction)
b. Valves (all types)
c. Point of connection
d. Control wiring (if different from mainline)
e. Other equipment as directed by City’s Representative C. Controller Charts
1. Charts indicating the area(s) irrigated by each zone, including existing zones, shall be prepared. Multiple sheets may be required to clearly identify all areas. a. Charts shall be separated by controller.
b. The chart shall be prepared on a black line reduction of the plans. c. Zones shall be identified by number and by varying colors. Colors shall not be duplicated on any one sheet.
d. Charts shall be laminated, 10 mils both sides.
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Packet Pg. 1017 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 2 Landscape Irrigation
e. Charts shall be prepared and available in the controller enclosure or otherwise turned over during the final inspection of the irrigation system, but in any case, prior to project acceptance or turnover.
D. Operation and Maintenance Manual
1. Prepare an Operation and Maintenance manual including the following:
a. Table of Contents
b. Contact information including
I. Contractor’s and sub contractors’ name, address, email, and telephone number.
II. Guarantee statement.
III. Manufacturer’s product representative and contact information, if consulted or otherwise contacted in conjunction with construction. c. Copy of the irrigation controller schedule provided in the construction drawings.
d. The irrigation controller schedule as programmed (if different from above).
e. Product information, parts sheets, installation instructions, and operation manual for all material and equipment installed (as applicable).
E. Equipment to be furnished:
1. Provide the following to the City’s representative prior to acceptance:
a. Two sets of any special tools or keys required to access or operate any equipment installed.
b. One quick coupler key and hose swivel for every 10 (or fraction thereof) quick couplers installed.
1.3 QUALITY ASSURANCE
A. Manufacturer’s directions and instructions and drawings shall be followed in all cases where information is not provided on the drawings or these specifications.
B. Explanation of Drawings:
1. For design clarity, drawings are generally diagrammatic and not indicative of exact placement or quantities as may be required to complete the work. Any question as to the placement of equipment and line shall be resolved prior to installation.
2. For design clarity, drawings do not indicate all outlets, fittings, sleeves, or other material as may be required to complete the work. Contractor shall review the plans and investigate existing conditions, and shall provide all material required to meet existing conditions and install a complete and functional system.
C. Prior to commencing work, Contractor shall:
1. Review the site and resolve all obstructions, conflicts, or discrepancies that may be present.
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Packet Pg. 1018 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 3 Landscape Irrigation
2. Verify the point of connection and available pressure and flow as indicated on the drawings.
3. Verify the electrical point of connection and coordinate work.
4. Verify sleeves (if indicated as existing).
D. Contractor shall furnish a Guarantee on company letterhead bearing the signature of an authorized representative of the company, including the following information:
1.4 COORDINATION AND SCHEDULING
A. The Contractor shall be responsible for promptly scheduling and progressing the work so as not to delay the project, including:
1. Coordination with other trades as required.
LANDSCAPE IRRIGATION SYSTEM GUARANTEE
Project Name: ____________________________________________________________ Project Location: __________________________________________________________ We hereby guarantee the above-referenced landscape irrigation system we furnished and installed is free from defects in materials and workmanship, and that the work has been completed in substantial conformance with the contract documents. We agree to replace or repair any defects which may develop during the period of one year from the date of acceptance and also to repair or replace any damage resulting from the repair or replacement of the irrigation system at no additional cost to the owner, excepting ordinary wear and tear, unusual abuse, or neglect. We shall make such repairs or replacements within 10 days of written notification by the owner. In the event of our failure to make such repairs or replacements within the time specified, we authorize the owner to proceed to have repairs or replacements made at our expense and will reimburse reasonable costs and charges therefore upon demand.
Signed:__________________________________ Date:____________________________ Title:____________________________________
Company name: ___________________________________________ Company address: ___________________________________________ Contact phone: ___________________________________________ Contact email: ___________________________________________
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Packet Pg. 1019 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 4 Landscape Irrigation
2. Timing of work and coordinating power, water, and other services or requirements.
3. Notifying the City’s Representative of the following observations, with the advance time indicated:
a. Mainline, control wire, and valve installation and testing – 48 hours b. Lateral line and sprinkler installation – 48 hours
c. Coverage test – 48 hours
d. Final Inspection – 7 days
PART 2 - PRODUCTS
2.1 PIPING MATERIALS
A. Polyvinyl Chloride (PVC) Pipe shall be made from National Sanitation Foundation (NSF) approved Type I, Grade I virgin PVC compound conforming to ASTM resin specification D1785. All PVC pipe shall bear the following marked continuously:
Manufacturer’s name, nominal pipe size, schedule or class, pressure rating in pounds per square inch (PSI), NSF approval, and date of extrusion.
1. Mainline (constantly pressurized) Pipe and Fittings
a. Mainline and sub-mains up to 2.5” in size shall be PVC schedule 40. Fittings and outlets shall be PVC schedule 40 solvent weld, NSF approved, conforming to ASTM D2466. Offsets shall be 3” minimum. No mainlines shall be smaller than 1” or use 1-1/4” pipe or fittings. b. Mainline and sub-mains 3” through 8” shall be bell and gasket PVC Class 200, conforming to ASTM D2241. Fittings, joint restraints and saddle taps for outlets shall be Class 350 ductile iron conforming to AWWA C153.
Offsets shall be 8” minimum.
2. Lateral Line Pipe and Fittings
a. Lateral lines shall be PVC Schedule 40 for sizes 3/4” to 2-1/2”, and Class 200 conforming to ASTM D2241 for sizes 3” and above. Fittings shall be PVC schedule 40 solvent weld, NSF approved through 3” and Class 350 ductile iron with joint restraints, conforming to AWWA C153, for sizes 4” and above.
B. Thrust Restraints:
1. Ductile iron joint restraints shall be used for all piping 4” and larger in diameter, including lateral lines.
2. Concrete thrust blocking shall be used for all mainlines 3” in diameter. Wrap all thrust-blocked pipes with 1 mil. or heavier plastic sheet prior to placing concrete.
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Packet Pg. 1020 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 5 Landscape Irrigation
C. Brass Pipe and Fittings shall be 85 percent red brass, seamless, conforming to ASTM B43. Fittings shall be schedule 40 threaded pipe.
D. Copper pipe shall be type ‘K’, hard tempered seamless conforming to ASTM B88.
Soldered joints shall comply with ASME B16.22. Flux shall conform to ASTM B 813, and solder shall conform to B 32. Cast fittings joints shall comply with ASME B16.18.
E. Galvanized Pipe and Fittings shall be schedule 40, threaded and hot dipped galvanized, complying with ASTM A53. Male end of threaded fittings shall be wrapped with three layers of PTFE tape. All Galvanized pipe and fittings installed below grade shall be wrapped with two layers of minimum 10 mil. pipe wrap.
F. Sleeves shall be PVC schedule 40.
G. Conduit shall be rigid non-metallic PVC schedule 40 bell-end, conforming to ANSI/UL 651 and NEMA TC-2.
1. Elbows shall be long-sweep schedule 40 bell-end, conforming to ANSI/UL 651 and NEMA TC-3
2. Couplings, adapters, and fittings shall conform to UL 514B and NEMA TC-3.
2.2 BACKFLOW ASSEMBLIES
A. As specified on the Irrigation Legend & Notes sheet of the Drawings.
2.3 VALVES
A. Isolation (mainline) Valves
1. Valves shall be the same size as the pipe they are installed on. An isolation valve shall be installed downstream of the backflow device, or if none, at the point of connection, whether shown on the plans or not.
2. Valves 3” or smaller shall be gate-type bronze with threaded ends, a minimum working pressure of 200 psi, non-rising stem with a cross handle.
B. Valves installed immediately upstream of Remote Control Valves shall be Schedule 80 PVC with integrated union for sizes 2” and smaller. Shutoff valves upstream of 3” RCV’s shall be gate-type bronze as listed above.
C. Quick Coupling Valves (QC) shall be as specified on the drawings. Valves shall have a brass two-piece body with a minimum working pressure of 125 psi and be operable with a standard quick coupler key.
D. Remote Control Valves (RCV) shall be as specified on the drawings. Valves have a manual flow adjustment, fully potted solenoid, and pressure regulation
2.4 VALVE BOXES
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Packet Pg. 1021 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 6 Landscape Irrigation
A. Boxes for isolation valves and quick couplers shall be a 10” x 10-1/4” round box with bolt-down lid. Extension sleeve shall be PVC with a minimum diameter of 6”.
B. Boxes for RCV’s shall be 9-1/2” x 16” x 11” rectangular box with bolt-down lid, and extensions as required. Use a separate valve box or jumbo valve box for drip control assemblies if required to allow disassembly and servicing of filter in box.
C. Boxes for drip flush valves and air relief valves shall be 7” or 6” round boxes with push-on lids.
D. Color: Valve boxes and lids shall be green for turf areas, brown for mulched areas, and purple where required for reclaimed water designation.
E. Identification: Remote Control Valve box lids shall be heat-branded with the controller and valve number (e.g.: A13). Quick Coupling Valves shall be branded “QC.” Master Valves shall be branded “MV.” Isolation Valves shall be branded “IV.”
2.5 STRAINERS AND FILTERS
A. Mainline: as indicated in the drawings.
B. Drip irrigation: provide an in-line wye-type filter with a minimum filtration of 200 mesh (75 micron) downstream of the remote control valve, upstream of in-line pressure regulator.
2.6 MASTER VALVE AND FLOW SENSOR
A. As indicated in the drawings
2.7 CONTROL WIRING
A. Traditionally wired systems: direct burial solid copper wire, sized according to the length of the run, but minimum 14 gauge for control wires and 12 gauge for common wires. Wire jacket color shall be white for common wire, red for control wires, and yellow for spare wires. Install a minimum of 2 spare wires from the controller to furthest extent(s) of the mainline – see drawings for additional requirements.
B. Two-wire path systems: wiring shall conform to the controller manufacturer’s requirements.
C. Communication wiring between sensor(s) and controller shall conform to the manufacturer’s requirements and shall be installed in electrical conduit, 3/4” diameter for runs of 50 feet or less, and 1” minimum diameter for longer runs. Junction boxes shall be installed at intervals not exceeding 100 feet.
D. Connectors shall be direct bury splice kits pre-filled with insulating gel designed to encapsulate a Yellow or Red twist on wire connector, with a temperature range of 32 to 120 degrees F. Wire splice kits shall be UL-listed for wires carrying greater than 24 volts.
2.8 AUTOMATIC CONTROLLER
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Packet Pg. 1022 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 7 Landscape Irrigation
A. New controllers shall be of the size and type shown on the drawings, but in all cases, include the ability to automatically adjust scheduling by either sensing or receiving evapotranspiration (ET) data.
B. Existing Controllers shall be operated by the contractor to verify function. Contractor shall record existing schedule, make any scheduling adjustments necessary for the health and growth of new and existing planting, and shall then record the new schedule. Provide both schedules to the owner as a part of the Operations and Maintenance manual.
2.9 OVERHEAD EMITTER ASSEMBLIES
A. As indicated on the drawings.
B. All nozzles shall include radius adjustment features, excepting bubblers.
C. Rising-stem bodies shall include a molded wiper seal with UV resistant material, internal pressure regulation.
D. Bodies with optional factory-installed check valves shall be installed as required to prevent low-head drainage.
E. All bodies shall be installed on swing arms with 360 degree adjustment in three planes, sized to the inlet of the body.
F. Swing arms for spray bodies shall be pre-fabricated, constructed of high-density polyethylene (HDPE) street-ells and polyethylene (PE) pipe, and have a minimum 70psi rating.
G. Bubblers, except “multi-stream,” shall include watering basins or percolation tubes.
H. Multi-Stream, Multi-Trajectory Rotating (MSMTR) Nozzles shall include arc adjustment and radius adjustment to a minimum of -25% of catalog throw. As radius and arc are decreased, the volume of water shall proportionally decrease to achieve matched precipitation rates throughout the range of adjustment.
2.10 ROTOR ASSEMBLIES
A. As indicated on the drawings.
B. Swing arms for single-stream rotors shall be site-fabricated as indicated on the drawings or prefabricated of Schedule 80 PVC with EPDM O-ring seals with a minimum 150 psi rating.
2.11 JUNCTION BOXES
A. Shall be precast concrete, N09 with bolt down lid.
PART 3 - EXECUTION
3.1 PREPARATION
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Packet Pg. 1023 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 8 Landscape Irrigation
A. Contractor shall review the site and confirm that all preceding work has been completed to allow installation of the irrigation system.
B. Verify water and electrical points of connection (services) and ensure they are adequate to serve the work.
C. Beginning work shall constitute acceptance of the site and suitability of services.
3.2 INSTALLATION
A. Trenching: Provide the following depths for all lines:
1. Mainline and control wiring: 18 inches
2. Lateral lines: 12 inches
3. All lines under vehicular pavement: 24 inches
4. All lines under pedestrian pavement: 18 inches
5. In-line subsurface drip lines: 4 inches
B. Backfilling:
1. Backfilling shall not occur prior to all required observations and tests. Any lines covered prior to these shall be exposed at the contractor’s expense.
2. Initial backfill shall be a fine granular material in a layer 6” deep, or covering the pipe to at least 2” in depth, whichever is greater. Native soil may be used for initial backfill, excepting that rocks, clods, and deleterious material 1/2” in diameter or greater shall be screened out.
3. Backfill shall be compacted to a density at least equal to undisturbed soil in planting areas. Settlement of trenches shall be deemed evidence of insufficient compaction and shall be corrected at the contractor’s expense, including adjustment of lines, heads, grades, and replacement of plant material.
C. Backfilling Under Paving:
1. Backfill shall consist of 6” of sand, then screened native material in 6” maximum lifts, compacted to 95% relative compaction. All trenches shall be left flush with the adjoining grade. As a part of irrigation work, contractor shall set in place and cap all sleeving under paving prior to paving work. If piping requires joints under paving, all piping shall be laid, capped, and pressure tested prior to paving work.
2. Piping under existing walks shall be done by jacking or boring. Hydraulic driving shall be permitted only under pedestrian paving not exceeding four feet in length.
Where cutting and patching is required, concrete shall be removed to the nearest control joint. New concrete shall match existing finish and color.
3.3 PIPING
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32 84 00 - 9 Landscape Irrigation
A. Piping:
1. Initially fill mainline slowly (maximum velocity 1 foot per second). Vent air from the mainline while filling. Thoroughly flush mainline prior to installing valves.
2. Pipe Clearance: all pipes 4” or greater shall have a minimum clearance of 6” from each other. All pipes 3” or less shall have a minimum clearance of 3” from each other.
3. Flushing: all lines shall be flushed prior to installation of emitter assemblies.
4. Deflection for PVC pipe: Do not exceed a longitudinal bending radius of 300 times the pipe outside diameter or the manufacturer’s rated deflection, whichever is less, for either solvent welded or gasketed pipe.
5. Mainline shall in all cases be looped or terminated in a thrust-restrained cap with a minimum of 12” offset to upstream fitting(s).
B. Thrust Restraints:
1. Install thrust restraints on all changes in direction, outlets, and ends, and as otherwise required or recommended by the piping manufacturer.
2. Thrust Blocking: wrap all thrust-blocked pipes with 1 mil. or heavier plastic sheet prior to placing concrete.
3. Joint Restraints: install per manufacturer’s information.
C. Pipe Assemblies:
1. PVC solvent welded joints: follow ASTM D2855, “Standard Practice for Making Solvent-Cemented Joints with Poly(Vinyl Chloride) (PVC) Pipe and Fittings”
2. Threaded joints: Do not use male inlet pipe thread (MIPT) adapters. All threaded PVC fittings shall be female end with schedule 80 nipples. Wrap nipple with 2 layers of Teflon thread tape prior to assembly. On PVC to metal connections, work metal connections first.
3. Use fittings to change pipe direction without exceeding deflection limits. For elevation changes, multiple 45 or 22.5 degree elbows shall be used. Do not use 90 degree elbows to change elevation.
4. Use minimum number of fittings required. Do not use multiple shorter lengths of pipe in lieu of one continuous piece.
3.4 CONTROL WIRING
A. Wiring shall be installed in the same trench as and adjacent to but not on top of the mainline. Wire shall be bundled together and secured with electrical tape at 10 feet intervals.
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Packet Pg. 1025 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 10 Landscape Irrigation
B. Wiring shall be laid loosely in the trench and snaked from side to side to allow sufficient length for thermal expansion and contraction. Do not pull, stress, or stretch wires.
C. Provide an expansion curl (pigtail) within 3 feet of each wire connection, the greater of 18” or sufficient length to allow the valve to be raised 12” above the finished surface.
D. Field splices between the controller and the remote control valve shall not be permitted without prior approval of the City’s Representative.
E. All splices shall be made with dry electrical connectors within valve boxes. The only allowable exception is for anti-siphon valves on residential systems.
F. Label all wires in the controller enclosure within 18” of the terminal strip with permanent tags wrapped around the wire, indicating the controller (if multiple controllers are used) and valve number.
3.5 VALVES
A. Remote Control Valve Assemblies, Quick Couplers, and Isolation Valves
1. Install in approximate locations shown on drawings, but in planter areas instead of turf areas wherever possible, and as shown in the details. Valve boxes shall be perpendicular to adjacent walls, walks, or headers, and shall be parallel to each other.
2. Each valve shall be identified with a minimum 2” x 2-3/4” yellow (or purple, for non-potable applications) polyurethane I.D. tag attached to the control wire of the valve.
3.6 OVERHEAD EMITTERS/SPRINKLER ASSEMBLIES
A. Install as detailed in the drawings. Where adjacent to headers or hard surfaces, locate such that edging equipment can pass between the adjacent edge and emitter without damage to either.
B. In no case shall spacing exceed the manufacturer’s listed throw. Single-stream rotors shall be installed at a spacing of 80% or less of the manufacturer’s listed throw.
3.7 FIELD QUALITY CONTROL
A. The mainline and all piping under paving shall be simultaneously pressure and leak tested. Contractor shall furnish force pump and all necessary equipment. Sufficiently brace piping to prevent movement while testing. If concrete thrust blocking is used, allow blocking to sufficiently cure. Restrain ends of mainlines. Ensure all air is removed from mainline prior to testing.
1. Test with a hydrostatic pressure of 120 psi, or 150% of the operating pressure (sustained mainline pressure), whichever is greater.
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Packet Pg. 1026 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 84 00 - 11 Landscape Irrigation
2. Observe pressure using a minimum of two gauges, at opposite ends of the mainline. Pressure shall not vary by more than 5 psi during the test.
3. Pressure shall be sustained for a minimum of two hours. If leaks are visible or pressure drops by more than 5 pounds, replace joints and retest.
B. Irrigation system shall be operated in its entirety and shall be adjusted for complete coverage, proper operation, and to reduce or eliminate overspray and water hammer.
Adjustments may include:
1. Pressure regulating devices, whether stand-alone or integrated with remote control valves
2. Manual flow adjustment of each remote control valve
3. Arc and radius adjustment of each nozzle.
4. Substitution of variable arc nozzles or reduced radius nozzles if required.
C. The irrigation system, including controller, shall be operable prior to planting.
3.8 CLEAN UP
A. All materials and debris accumulated in conjunction with completing this Work, including trash, excess soil, and empty plant containers, shall be legally recycled or disposed of by Contractor off site.
B. All scars, ruts or other marks in the ground caused by this work shall be repaired and the ground left in a neat and orderly condition throughout the site.
C. The Contractor shall leave the site area broom-clean and shall wash down all walkways and other paved areas, leaving the premises in an excessively neat, clean, and safe condition.
D. Promptly remove soil, debris, or marks created by work from paved areas, buildings, site furnishings, and other appurtenances.
E. Clean vehicle tires before leaving site to avoid tracking soils onto paved areas.
END OF SECTION
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Packet Pg. 1027 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 1 Planting
SECTION 32 90 00
PLANTING
PART 1 - GENERAL
1.1 SUMMARY
A. Provide trees, plants, and groundcovers as shown on the Drawings and as specified.
The work includes:
1. Soil preparation.
2. Trees, plants, and groundcovers.
3. Planting mixes.
4. Mulch and planting accessories.
5. Maintenance.
6. Tree transplanting and maintenance.
1.2 RELATED SECTION
A. Section 02 41 13 – Selective Site Demolition.
B. Section 32 84 00 – Landscape Irrigation.
C. Section 32 98 00 – Landscape Maintenance.
1.3 QUALITY ASSURANCE
A. Contractor shall be required to demonstrate experience with a comparable project with a similar scope. Subcontractor’s supervision of work must be by a Certified Nurseryman.
B. Plant names indicated, comply with "Standardized Plant Names" as adopted by the latest edition of the American Joint Committee of Horticultural Nomenclature. Names of varieties not listed conform generally with names accepted by the nursery trade.
Provide stock true to botanical name and legibly tagged.
C. Comply with sizing and grading standards of the latest edition of "American Standard for Nursery Stock". A plant shall be dimensioned as it stands in its natural position.
D. All plants shall be nursery grown under climatic conditions similar to those in the locality of the project for a minimum of two (2) years.
E. Stock furnished shall be at least the minimum size indicated. Larger stock is acceptable, at no additional cost, and providing that the larger plants will not be cut back to size indicated. Provide plants indicated by two measurements so that only a maximum of 25% are of the minimum size indicated and 75% are of the maximum size indicated.
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Packet Pg. 1028 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 2 Planting
F. Provide "specimen" plants with a special height, shape, or character of growth. Tag specimen trees or shrubs at the source of supply. The Landscape Architect will inspect specimen selections at the source of supply for suitability and adaptability to selected location. When specimen plants cannot be purchased locally, provide sufficient photographs of the proposed specimen plants for approval.
G. Plants may be inspected and approved at the place of growth, for compliance with specified requirements for quality, size, and variety.
1. Such approval shall not impair the right of inspection and rejection upon delivery at the site or during the progress of the work.
H. Provide and pay for material testing. Testing agency shall be acceptable to the Landscape Architect. Provide the following data:
1. Test representative material samples proposed for use.
2. Topsoil:
a. pH factor.
b. Mechanical analysis.
c. Percentage of organic content.
d. Recommendations on type and quantity of additives required to establish satisfactory pH factor and supply of nutrients to bring nutrients to satisfactory level for planting.
3. Peat Moss:
a. Loss of weight by ignition.
b. Moisture absorption capacity.
1.4 SUBMITTALS
A. Submittals shall be in accordance with the Standard and Special Provisions.
B. Submit the following material samples:
1. Mulch.
C. Submit the following materials certification:
1. Topsoil source and pH value.
2. Peat moss.
3. Plant fertilizer.
D. Provide plant material Record Drawings:
1. Legibly mark Drawings to record actual construction.
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Packet Pg. 1029 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 3 Planting
2. Indicate horizontal and vertical locations, referenced to permanent surface improvements.
3. Identify field changes of dimension and detail and changes made by Change Order.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver fertilizer materials in original, unopened, and undamaged containers showing weight, analysis, and name of manufacturer. Store in manner to prevent wetting and deterioration.
B. Take all precautions customary in good trade practice in preparing plants for moving.
Workmanship that fails to meet the highest standards will be rejected. Spray deciduous plants in foliage with an approved "Anti-Desiccant" immediately after digging to prevent dehydration. Dig, pack, transport, and handle plants with care to ensure protection against injury. Inspection certificates required by law shall accompany each shipment invoice or order to stock and on arrival, the certificate shall be filed with the Landscape Architect. Protect all plants from drying out. If plants cannot be planted immediately upon delivery, properly protect them with soil, wet peat moss, or in a manner acceptable to the Landscape Architect. Water heeled-in plantings daily. No plant shall be bound with rope or wire in a manner that could damage or break the branches.
C. Cover plants transported on open vehicles with a protective covering to prevent wind burn.
D. Provide dry, loose topsoil for planting bed mixes. Frozen or muddy topsoil is not acceptable.
1.6 PROJECT CONDITIONS
A. Work notification: Notify Landscape Architect at least seven (7) working days prior to installation of plant material.
B. Protect existing utilities, paving, and other facilities from damage caused by landscaping operations.
C. A complete list of plants, including a schedule of sizes, quantities, and other requirements is shown on the Drawings. In the event that quantity discrepancies or material omissions occur in the plant materials list, the Drawings shall govern.
D. The irrigation system will be installed prior to planting. Locate, protect, and maintain the irrigation system during planting operations. Repair irrigation system components, damaged during planting operations, at Contractor expense.
1.7 GUARANTY AND REPLACEMENT
A. Guaranty and replacement requirements are specified in Section 32 98 00.
1.8 MEASUREMENT AND PAYMENT
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Packet Pg. 1030 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 4 Planting
A. Work shall be considered incidental and compensation shall be included in the Contract prices paid for the various items of work and no additional time or compensation be allowed therefor.
B. Refer to Article 20.01 Schedule of Bid Items.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Plants: Provide plants typical of their species or variety; with normal, denselydeveloped branches and vigorous, fibrous root systems. Provide only sound, healthy, vigorous plants free from defects, disfiguring knots, sun scald injuries, frost cracks, abrasions of the bark, plant diseases, insect eggs, borers, and all forms of infestation.
All plants shall have a fully developed form without voids and open spaces. Plants held in storage will be rejected if they show signs of growth during storage.
1. Dig balled and burlapped plants with firm, natural balls of earth of sufficient diameter and depth to encompass the fibrous and feeding root system necessary for full recovery of the plant. Provide ball sizes complying with the latest edition of the "American Standard for Nursery Stock". Cracked or mushroomed balls are not acceptable.
2. Container-grown stock: Grown in a container for sufficient length of time for the root system to have developed to hold its soil together, firm and whole. a. No plants shall be loose in the container.
b. Container stock shall not be pot bound.
3. Provide tree species that mature at heights over 25 feet with a single main trunk.
Trees that have the main trunk forming a "Y" shape are not acceptable.
4. Plants planted in rows shall be matched in form.
5. Plants larger than those specified in the plant list may be used when acceptable to the Landscape Architect.
a. If the use of larger plants is acceptable, increase the spread of roots or root ball in proportion to the size of the plant.
6. The height of the trees, measured from the crown of the roots to the top of the top branch, shall not be less than the minimum size designated in the plant list.
7. No pruning wounds shall be present with a diameter of more than 1 inch and such wounds must show vigorous bark on all edges.
8. Evergreen trees shall be branched to the ground.
9. Shrubs and small plants shall meet the requirements for spread and height indicated in the plant list.
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Packet Pg. 1031 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 5 Planting
a. The measurements for height shall be taken from the ground level to the height of the top of the plant and not the longest branch. b. Single stemmed or thin plants will not be accepted.
c. Side branches shall be generous, well-twigged, and the plant as a whole well-bushed to the ground.
d. Plants shall be in a moist, vigorous condition, free from dead wood, bruises, or other root or branch injuries.
B. Mulch
1. Shall be Shredded Cedar Bark as supplied by: Redi-Gro, Sacramento, Sierra Organic, Manteca, Mallard Creek, Rocklin, or equal
2. The mulch shall consist of fibrous, woody bark mixture of varied particle size such that:
PERCENT PASSING SIEVE SIZE
90-100 25.4 mm (1 inch)
80-100 12.7 mm (1/2 inch)
20-60 6.35 mm (1/4 inch)
C. Metal headerboards
1. Metal headerboard shall be as shown on the Plans and as specified herein, as manufactured by Permaloc or approved equal.
www.permaloc.com 800-356-9660
2. PermaStrip, 3/16” x 6”, L-shaped aluminum maintenance strlp, or equal
3. Embedded installation,.Black duraflex color. 12” stakes, Black duraflex color.
2.2 ACCESSORIES
A. Topsoil for Planting Beds: Fertile, friable, natural topsoil of loamy character, without admixture of subsoil material, obtained from a well-drained arable site, reasonably free from clay, lumps, coarse sands, stones, plants, roots, sticks, and other foreign materials, with acidity range of between pH 6.0 and 6.8 and a minimum organic matter content of 5%.
1. Topsoil that has been stripped and stockpiled on site shall be the topsoil to be utilized on this project. Provide additional topsoil if necessary.
2. Provide topsoil free of substances harmful to the plants that will be grown in the soil.
B. Peat Moss: Brown to black in color, weed and seed free granulated raw peat or baled peat, containing not more than 9% mineral on a dry basis.
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Packet Pg. 1032 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 6 Planting
1. Provide ASTM D2607 sphagnum peat moss with a pH below 6.0 for ericaceous plants.
C. Fertilizer:
1. Plant Fertilizer Type "A": Commercial type approved by the Landscape Architect, containing 5% nitrogen, 10% phosphoric acid, and 5% potash by weight. 1/4 of nitrogen in the form of nitrates, 1/4 in form of ammonia salt, and 1/2 in form of organic nitrogen.
D. Anti-Desiccant: Protective film emulsion providing a protective film over plant surfaces; permeable to permit transpiration. Mixed and applied in accordance with manufacturer's instructions.
E. Water: Free of substances harmful to plant growth. Hoses or other methods of transportation furnished by the Contractor.
F. Stakes for Staking: Hardwood, 2" x 2" x 8'-0" long.
G. Staking Hose: Two-ply, reinforced garden hose not less than 1/2" inside diameter.
H. Twine: Two-ply jute material.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine proposed planting areas and conditions of installation. Do not start planting work until unsatisfactory conditions are corrected.
3.2 PREPARATION
A. Time of planting:
1. Evergreen material: Plant evergreen materials between September 1 and November 1 or in spring before new growth begins. If project requirements require planting at other times, plants shall be sprayed with anti-desiccant prior to planting operations.
2. Deciduous material: Plant deciduous materials in a dormant condition. If deciduous trees are planted in-leaf, they shall be sprayed with an anti-desiccant prior to planting operation.
3. Planting times other than those indicated shall be acceptable to the Landscape Architect.
B. Planting shall be performed only by experienced workmen familiar with planting procedures under the supervision of a qualified supervisor.
C. Locate plants as indicated or as approved in the field after staking by the Contractor.
If obstructions are encountered that are not shown on the Drawings, do not proceed with planting operations until alternate plant locations have been selected.
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Packet Pg. 1033 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 7 Planting
D. Excavate circular plant pits with vertical sides, except for plants specifically indicated to be planted in beds. Provide pits at least twice the diameter of the root system for trees and shrubs. Depth of pit shall accommodate the root system. Provide undisturbed subgrade to hold root ball at nursery grade as shown on the Drawings.
Remove excavated materials from the site if unacceptable for backfill material.
E. Provide pre-mixed planting mixture for use around the balls and roots of the plants consisting of planting topsoil and 1/2 lb. plant fertilizer Type "A" for each cubic yard of mixture.
3.3 INSTALLATION
A. Set plant material in the planting pit to proper grade and alignment. Set plants upright, plumb, and faced to give the best appearance or relationship to each other or adjacent structure. Set plant material 2 to 3 inches above the finish grade. No filling will be permitted around trunks or stems. Backfill the pit with planting mixture. Do not use frozen or muddy mixtures for backfilling. Form a ring of soil around the edge of each planting pit to retain water.
B. After balled and burlapped plants are set, muddle planting soil mixture around bases of balls and fill all voids.
1. Remove all burlap, ropes, and wires from the top 2/3 of balls.
C. Space groundcover plants in accordance with indicated dimensions. Adjust spacing as necessary to evenly fill planting bed with indicated quantity of plants. Plant to within 24 inches of the trunks of trees and shrubs within planting bed and to within 6 inches of edge of bed.
D. Mulching:
1. Mulch tree and shrub planting pits and shrub beds with required mulching material 4 inches deep immediately after planting. Thoroughly water mulched areas. After watering, rake mulch to provide a uniform finished surface.
2. Mulch groundcover beds with peat moss 2 inches deep immediately after planting.
E. Staking:
1. Inspect trees for injury to trunks, evidence of insect infestation, and improper pruning before wrapping.
2. Staking:
a. Stake all trees immediately after lawn seeding or sodding operations and prior to acceptance. When high winds or other conditions, which may effect tree survival or appearance, occur, the Landscape Architect may require immediate staking/guying.
b. Stake deciduous trees under 3 inch caliper. Stake evergreen trees under 8'- 0" tall.
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Packet Pg. 1034 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 8 Planting
3. All work shall be acceptable to the Landscape Architect.
F. Pruning:
1. Prune branches of deciduous stock, after planting, to balance the loss of roots and preserve the natural character appropriate to the particular plant requirements. In general, remove 1/4 to 1/3 of the leaf bearing buds; proportion shall in all cases be acceptable to the Landscape Architect. Remove or cut back broken, damaged, and unsymmetrical growth of new wood.
2. Multiple leader plants: Preserve the leader which will best promote the symmetry of the plant. Cut branches flush with the trunk or main branch, at a point beyond a lateral shoot or bud a distance of not less than 1/2 the diameter of the supporting branch. Make cut on an angle.
3. Prune evergreens only to remove broken or damaged branches.
3.4 MAINTENANCE
A. Maintain plantings until completion and acceptance of the entire project per B. Section 32 98 00.
C. Maintenance shall include pruning, cultivating, weeding, watering, and application of appropriate insecticides and fungicides necessary to maintain plants free of insects and disease.
1. Re-set settled plants to proper grade and position. Restore planting saucer and adjacent material and remove dead material.
2. Tighten and repair guy wires and stakes as required.
3. Correct defective work as soon as possible after deficiencies become apparent and weather and season permit.
4. Water trees and plants within the first 24 hours of initial planting, and not less than twice per week until final acceptance.
3.5 TREE TRANSPLANTING AND MAINTENANCE
A. Transplanting Site Conditions:
1. The Contractor shall identify three possible planting sites for each tree designating to be transplanted. Each site shall meet the transplanting site conditions specified herein. Based on the site investigations and test results provided by the Contractor as well as other site considerations, the Landscape Architect shall select the preferred site for each tree to be transplanted.
2. Slopes of the transplanting sites shall not exceed 10 percent. If a tree is currently located on a slight slope, it shall be transplanted at a location with the same or flatter slope.
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Packet Pg. 1035 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 9 Planting
3. The site soil at the transplanting sites shall be at least 3 feet deep. Sites that are rocky or have shallow soils shall not be used.
4. Transplanting sites shall have adequate clearance for equipment to be used for transplanting. The Contractor shall determine access requirements and schedule pruning of surrounding vegetation and or transplant candidates.
5. The conditions at transplanting sites shall be conducive to the species that are being transplanted. Soil tests shall be performed by the Contractor to assess site conditions. A plant requiring acidic soils shall not be transplanted in an alkaline, calcareous soil. A plant requiring good drainage is not appropriate to transplant into a poorly drained clay soil, or at the toe of a slope or swale in a frequently irrigated planting. A tree grown in a sheltered, partially shaded location shall not be placed in an exposed, windy, reflected heat area.
6. The transplanting sites shall allow for the transplanted root ball plus room to grow. If the new planting site is on a slope, a level area at least the diameter of the root ball shall be created on the slope.
B. Pre-planting:
1. The Contractor shall move trees using a tree spade. Trees shall not be stored between digging and planting.
2. Trees shall not be transplanted when maximum daily temperatures are 100° F or greater.
3. Prior to beginning work, the Contractor shall meet with the Landscape Architect at the site to review work procedures and tree protection measures.
4. Trees shall be transplanted from November through February, if possible. Oak trees can be transplanted year round but shall not be transplanted during spring bud break or during the heat of the summer.
5. The Landscape Architect shall designate each tree to be transplanted with a tree tag number.
6. The Contractor shall verify the location of all underground utilities and overhead utilities prior to removing any impediments or excavating for the trees.
7. The Contractor shall mark the north side of the tree to allow for proper orientation when planting.
8. The Contractor shall not compact soils within the proposed planting area during the preparation and planting process.
C. Transplanting:
1. Prior to planting the trees, the Contractor shall dig test pits in the planting area and perform percolation tests to confirm adequate soil drainage. If natural drainage is insufficient as determined by the Landscape Architect, drain tubes connecting to existing drain lines shall be required to remove excess irrigation.
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Packet Pg. 1036 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 10 Planting
2. The Contractor shall prepare the planting site by digging a hole twice as wide as the root ball and 2-inches shallower to allow for settling of the root ball. Rough up sides of hole with a shovel to disrupt glazing, if necessary. Protect surrounding soil from compaction by placing plywood or 6-inches deep wood chip mulch beneath the wheels of the equipment.
3. The Contractor shall position the marked, north side of the trunk so the tree remains in the same direction as its original location. Place tree in new planting hole. Backfill with site soil, tamping to eliminate air pockets. After each 12-inch lift of soil, water in well. Do not place site soil over the top of the root ball. Do not apply vitamin B1 or other “transplant shock” material.
4. Following installation, apply and maintain a 4-inch deep layer of wood chip mulch within the planting area (gorilla hair mulch is not acceptable). Keep the mulch 12- inches away from the trunk. Maintain the mulched area in a weed free condition.
Irrigate thoroughly.
D. Maintenance and Mitigation:
1. The Contractor shall monitor the condition of transplanted trees for two (2) years following planting. The Contractor shall inspect the trees monthly for the first 12 months and once every two months for the following 12 months for changes in health, structure and pests.
2. The Contractor shall monitor soil moisture regularly for the first 12 months following planting to know when to irrigate. Soil moisture monitoring shall be based on climatic conditions, with monitoring occurring every 2-3 days during hot weather (above 90° F) to once a week during cool periods. A soil probe shall be used to measure soil moisture.
3. The Contractor shall irrigate the trees based on soil moisture monitoring for the first 12 months following planting. Plants shall be irrigated before the root ball becomes dry, but not so frequently that it remains wet. Irrigation frequencies may range from every few days in hot, dry weather to every few weeks in cool weather.
4. The Contractor shall prune to improve tree structure if necessary. All pruning shall be completed by a Certified Arborist or Tree Worker in accordance with the Best Management Practices for Pruning (International Society of Arboriculture, 2002) and adhere to the latest edition of the American National Standard for Tree Care Operations (Z133) and Pruning (A300).
5. If bark has been damaged, the Contractor shall cut off any torn bark or wood with a sharp knife. Do not shape the wound or apply wound paint.
6. The Contractor shall fertilize the tree in the fall or late winter only if soil tests reveal deficiencies.
7. The Contractor shall monitor for sunscald, pests and diseases. Transplanted trees are under stress until new roots are established in the landscape, and they are more susceptible to water stress (leading to sunscald), and attack by insects and diseases. Borers and canker disease are the most common problems.
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Packet Pg. 1037 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 11 Planting
Inspect transplants monthly to assess any developing problems and determine appropriate treatments.
3.6 ACCEPTANCE
A. Inspection to determine acceptance of planted areas will be made by the Landscape Architect, upon Contractor’s request. Provide notification at least ten (10) working days before requested inspection date.
B. Planted areas will be accepted provided all requirements, including maintenance, have been complied with and plant materials are alive and in a healthy, vigorous condition
3.7 CLEANING
A. Perform cleaning during installation of the work and upon completion of the work.
Remove from site all excess materials, soils, debris, and equipment. Repair damage resulting from planting operations.
END OF SECTION
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Packet Pg. 1038 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 98 00 - 1 Landscape Maintenance
SECTION 32 98 00
LANDSCAPE MAINTENANCE
PART 1 - GENERAL
1.1 SUMMARY
A. Maintain all plants in a vigorous growing condition throughout the maintenance period. Furnish all labor, materials, equipment, and services required. Provide selective pruning as required to promote desired structure, form, and long-term health. Apply supplemental materials, including fertilizers as needed. Apply herbicides and pesticides only as required to remedy significant problems that cannot be otherwise controlled through integrated pest management approaches. At all times, protect the health of users. Include trash, debris, and weed removal from the entire site, including sidewalks and gutters.
1.2 QUALITY ASSURANCE
A. Contractor shall be experienced in horticulture and landscape maintenance practice, and shall provide sufficient workers and equipment under supervision of qualified foreman at all times.
B. All equipment shall be maintained in optimal condition, including freshly sharpened blades.
C. Sterilize all cutting tools prior to starting work at each site, and between cuts if disease is present or suspected.
1.3 MAINTENANCE PERIOD
A. Maintain the entire project throughout the course of work and during the 90 calendar day maintenance period or until project acceptance.
B. Maintenance period shall not begin until all construction activity, including punchlist items, have been completed.
C. Maintenance period will begin upon written notice of completion by the City’s Representative.
1.4 PROTECTION
A. Protect planting areas and plants against damage until final acceptance.
Maintenance includes temporary barriers, fences, and signs as required.
1.5 GUARANTEE AND REPLACEMENT
A. Replace all missing, damaged, or otherwise non-performing materials, including plants, with new materials as specified in the contract documents at no additional cost to the Owner.
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Packet Pg. 1039 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 98 00 - 2 Landscape Maintenance
B. All materials shall be replaced within seven calendar days of notification.
C. The City’s Representative shall be the sole judge as to the condition of materials.
1.6 FINAL ACCEPTANCE
A. Final acceptance shall occur only after the maintenance period has been completed and following observation by and approval of the City’s Representative. The maintenance period shall end only upon written notice of final acceptance.
PART 2 - PRODUCTS
2.1 GENERAL
A. Provide a monthly record of all chemicals (if any) used on the site.
2.2 FERTILIZER
A. As specified in
1. Section 32 90 00 Planting
2.3 MULCH
A. As specified in
1. Section 32 90 00 Planting
PART 3- EXECUTION
3.1 GENERAL
A. All frequencies of work listed in this section shall be considered minimum. Frequency shall be increased as required to ensure a neat and orderly appearance at all times.
B. Nursery stakes and tags shall be removed within the first 15 days of maintenance.
Ensure all installed support stakes and ties are securely fastened, but allow moderate movement.
3.2 WEEDING
A. All planted areas shall be weeded on a weekly basis. Weeds 3” and larger in any dimension shall be completely removed.
B. Herbicides and pesticides shall only be applied by appropriately licensed operators.
Selective herbicide may be used in turf areas to control invasive or noxious weeds.
Broad-spectrum herbicides shall only be used in spot applications. No herbicides shall be applied during windy conditions or in a manner that results in overspray or runoff.
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Packet Pg. 1040 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 98 00 - 3 Landscape Maintenance
3.3 MOWING/EDGING
A. Weekly, all turf areas shall be mown to an even height of 2.5”-3.5.” Mulching mowers shall be used to return grass clippings to the soil, If excess or unsightly clippings are generated, clippings shall be bagged and removed. All debris, including clippings, shall be removed from hardscape areas after mowing and edging.
B. Edging shall be performed with every mowing. Turf areas shall be vertically edged.
Where mowing is not possible due to obstructions (sign posts, etc.), an edger may be used to trim the turf, but not lower than the mowed height. Any material damaged by improper edging shall be replaced at no additional cost to the owner.
C. As needed, turf areas shall be hand-weeded or spot-sprayed with a selective herbicide to eradicate weeds. Resulting or any other bare areas shall be re-seeded by broadcast or hand seeding with a seed mix conforming to the originally installed material.
3.4 FERTILIZATION
A. A general purpose fertilizer (16-16-16 or similar formulation) shall be applied to all shrub and groundcover beds at a rate of 5 lbs per 1,000 square feet, in intervals not less than 30 days and not more than 45 days, including applications at the beginning of the maintenance period and just prior to final acceptance.
B. Turf starter fertilizer (6-20-20 or similar formulation) shall be applied to all turf areas at intervals not less than 30 days and not more than 45 days, including just prior to final acceptance.
C. Apply fertilizer evenly to the entire root zone
3.5 PRUNING
A. Trees and shrubs shall in all cases be pruned according to ANSI 300 (Part 1) B. Trees and shrubs shall be pruned to promote sound structure and planting intent, as follows.
1. In no case shall shrubs be balled, boxed, or cut into geometric forms.
2. Shrubs groups (more than one of the same species planted adjacent to each other) shall be allowed to grow together.
3. At maturity, plants shall fully and completely fill planting areas unless clearly shown otherwise on the drawings.
4. Except as noted below, shrubs shall not be sheared. Instead, branches shall be “headed back” prior to the ultimate desired length by removing the terminal bud and adjacent leaf groups if necessary for shape and to promote lateral branching. a. Straight rows of small-leaved evergreen shrubs shall be pruned as hedges, forming a solid and dense mass as either a border or background.
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Packet Pg. 1041 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 98 00 - 4 Landscape Maintenance
b. Groundcover shall be edged by shearing as required to maintain walkway clearance and keep a neat appearance.
5. Dead or declining leaves of strap-leafed plants shall be removed in their entirety, but in all cases, the overall shape of the plant shall be maintained as a hemisphere rather than a vase, allowing leaves to arch toward the ground. Tipprune leaves with sharp pruners only if needed for appearance.
6. Pollarding or heading back of trees shall not be allowed.
C. All crossing or rubbing branches shall be removed, in favor of the stronger or best placed branch.
D. Tree pruning to maintain required clearances shall be performed as required to maintain:
1. Pedestrian passage: seven feet of overhead clearance
2. Vehicular passage: fourteen feet of overhead clearance from the travelway.
E. Pruning to frame views or for other aesthetic purposes shall be done only as directed by the City’s Representative.
3.6 MULCH
A. Mulch shall be reapplied to shrub and groundcover areas throughout the maintenance period as required to maintain the original depths specified.
B. Mulch shall be topped off just prior to final acceptance.
3.7 DEBRIS
A. All clippings, pruning, and other herbaceous or woody material shall be collected and transported to a green waste recycling center at no additional cost to the owner.
B. All trash shall be bagged, removed, and legally disposed of off-site.
3.8 IRRIGATION
A. Contractor shall operate, visually inspect, and adjust the system weekly for proper operation and to minimize or eliminate overspray and runoff.
B. Adjust programming as required for optimal plant health, providing deep irrigation without water loss below the root zone, and avoiding overwatering and runoff.
C. Hand watering, if required, shall use a diffuser and minimize soil disturbance.
D. Repairs, if necessary, shall be accomplished within twenty four hours, and at no additional expense to the owner.
END OF SECTION
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Packet Pg. 1042 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 05 26 - 1 Utility Line Signs, Markers, and Flags
SECTION 33 05 26
UTILITY LINE SIGNS, MARKERS, AND FLAGS
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Utility line signs, markers, and flags for underground utilities.
1.2 REFERENCES
A. American Society of Mechanical Engineers (ASME) A13.1 - Scheme for the Identification of Piping Systems
1.3 SUBMITTALS
A. Per Item 5.6 of the General Conditions.
B. Product Data: Provide data acknowledging that products meet requirements of standards referenced.
C. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
PART 2 - PRODUCTS
2.1 PLASTIC LINE MARKER
A. Detectable warning tape shall be provided for all underground utilities. Undergroundtype conductive line markers shall conform to ASME A13.1 and be permanent, brightly colored, continuous-printed plastic tape, intended for direct burial service; not less than 6 inches wide by 4 mils thick. Provide color coding appropriate with utility with "CAUTION __________ (insert applicable utility) LINE BURIED BELOW" in large black letters. Plastic line markers and tracer tape shall be Presco, Emed Co. Inc., or equal.
2.2 TRACER WIRE
A. All underground chilled water, domestic water, utility water, non-metallic gas, pressurized sanitary sewer, and storm drain piping shall be accompanied by a tracer wire. Tracer wire shall be solid core #10 copper wire with a thermoplastic insulation recommended for direct burial.
B. Wire Connectors: Wire connections shall be made with 3M DBR-6, a properly sized split bolt connector or equal. The connection shall be watertight and provide electrical continuity. 3M Scotchkote Electrical Coating, or equal.
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Packet Pg. 1043 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 05 26 - 2 Utility Line Signs, Markers, and Flags
PART 3 - EXECUTION
3.1 INSTALLATION
A. Utility piping markers and tracers shall be installed in accordance with the manufacturer's instructions. Have on hand all installation manuals, brochures, and procedures for the equipment and materials concerned.
B. Plastic coding tape shall be installed directly over the pipe, 18 to 24 inches above the top of the pipe.
C. Tracer wire shall be fastened to the top of the pipe so as not to be displaced or broken during backfilling, such as by affixing the wire to the pipe with duct tape at approximately 10-foot intervals.
D. Both ends of tracer wire shall be accessible at all utility valve boxes and locator boxes and shall be terminated on the top of the valve or locator box as detailed.
E. For directional drilling, auguring or boring installations, a minimum of two #10 tracer wires shall be installed with the pipe and connected to the tracer wire at both ends to ensure at least one wire is useable.
F. When connecting tracer wire with 3M DBR-6 Direct Bury Splice Kit, install per manufactures instructions. When connecting tracer wire with a split bolt connector, wrap the connection with vinyl electrical tape then apply 3M Scotchkote Electrical Coating evenly over splice, extending a short distance onto the cable insulation.
Repeat application to provide two layers of tape and coating.
3.2 TESTING
A. Contractor shall perform continuity testing on all trace wire in the presence of the City’s Representative.
3.3 REPAIR/RESTORATION
A. If the trace wire is found to be not continuous after testing, Contractor shall repair or replace the failed segment of the wire.
END OF SECTION
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Packet Pg. 1044 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 1 Water Utility Distribution Piping
SECTION 33 11 00
WATER UTILITY DISTRIBUTION PIPING
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Pipe and fittings for site domestic and utility water lines.
1.2 RELATED SECTIONS
A. Section 33 05 26 Utility Line Signs, Markers, and Flags
1.3 REFERENCES
A. American Water Works Association (AWWA) C104/A21.4 - Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water
B. AWWA C105/A21.5 - Polyethylene Encasement for Ductile-Iron Pipe Systems C. AWWA C110/A21.10 - Ductile-Iron and Gray-Iron Fittings D. AWWA C111/A21.11 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings
E. AWWA C115/A21.15 - Flanged Ductile-Iron Pipe with Ductile-Iron or Gray-Iron Threaded Flanges
F. AWWA C151/A21.51 - Ductile-Iron Pipe, Centrifugally Cast, for Water G. AWWA C153/A21.53 - Ductile-Iron Compact Fittings for Water Service H. AWWA C600 - Standard for Installation of Ductile-Iron Water Mains and Their Appurtenances
I. AWWA C800 - Underground Service Line Valves and Fittings J. AWWA C900 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In.
Through 12 In., for Water Transmission and Distribution K. AWWA C905 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 Inches Through 48 Inches, for Water Transmission and Distribution L. The American Society of Mechanical Engineers (ASME) B16.1 - Gray Iron Pipe Flanges and Flanged Fittings (Classes 25, 125, and 250) M. ASME B16.18 - Cast Copper Alloy Solder Joint Pressure Fittings N. ASME B16.22 - Wrought Copper and Copper Alloy Solder Joint Pressure Fittings
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Packet Pg. 1045 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 2 Water Utility Distribution Piping
O. American Society for Testing and Materials (ASTM) A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature of High Pressure Service and Other Special Purpose Applications P. ASTM D1784 - Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds Q. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
R. State of California, Department of Health Services, “Criteria for the Separation of Water and Sanitary Sewer”
1.4 SUBMITTALS
A. Product Data: Provide data acknowledging that products meet requirements of standards referenced.
B. Manufacturer's Installation Instructions: Indicate special procedures required to install products specified.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
D. Restraint Calculation: Provide calculations for mechanical restraint distances for all pipe joints. Provide data acknowledging that calculations provided conform to manufacturer's recommendations for size of pipe, type of pipe, and site soil type.
E. Project Record Documents:
F. Record location of pipe runs, connections, valves, thrust restraints and invert elevations.
G. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.
H. Results of testing.
PART 2 - PRODUCTS
2.1 PVC PIPE
A. All pipe shall be continuously and permanently marked with manufacturer’s name, pipe size, class or pressure rating in pounds per square inch (psi) units.
B. Pipe, 4 inch through 12 inch: PVC pipe shall be bell and spigot type of materials specified in ASTM D1784, Class 12454, minimum Pressure Class 200, conforming to AWWA C900. Outside diameter pipe dimension shall be manufactured to cast iron pipe equivalent. Underwriters' Laboratories, Inc. (UL) listed, Factory Mutual and National Sanitation Foundation (NSF) approved. Pipe shall be furnished in minimum standard lengths of 20 feet.
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Packet Pg. 1046 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 3 Water Utility Distribution Piping
C. Pipe, 14 inch and larger: PVC pipe shall be bell and spigot type minimum Pressure Class 165, conforming to AWWA C905. Outside diameter pipe dimension shall be manufactured to cast iron pipe equivalent. Underwriters' Laboratories, Inc. (UL) listed, Factory Mutual and National Sanitation Foundation (NSF) approved. Pipe shall be furnished in minimum standard lengths of 20 feet.
D. Joints: Joints shall be cast iron mechanical joint type, bell and spigot, or push-on type, 250 pound working pressure. Bell and spigot type shall have elastomeric rubber ring joints, conforming to AWWA C111. Elastomeric ring shall be factory bonded into bell grove and meet requirements of ASTM F477.
E. Fittings: Fittings shall be ductile iron pipe conforming to AWWA C153, size 3 through 24 inch, and AWWA C110 greater than 24 inch, and shall be 350 psi working pressure rated. Couplings, sleeves, and accessories shall be manufactured by U.S.
Pipe TrimTyte, Union Foundry, Tyler; or equal.
F. Mechanical Joint Restraints: Pipes shall be restrained using a wedge action, selfactuating lug type restraint device. PVC pipe mechanical restraints shall be manufactured by EBAA Iron Sales, StarGrip, or equal.
1. Flanged outlets shall conform to ASME B16.1, 125 pounds. Bolts and nuts for flanges shall be Type 304 stainless steel, ASTM A193, Grade B8M hex head bolts and ASTM A194, Grade 8M, hex head nuts. Washers shall be of the same material as the bolts. Unless otherwise noted, flanges on all DIP spools shall conform to AWWA C115.
2. Miscellaneous nuts and bolts shall be Type 304 stainless steel.
2.2 DUCTILE IRON PIPE
A. Pipe: DIP pipe shall be Class 350 conforming to AWWA C151 with cement mortar lining in accordance with AWWA C104. Pipe shall be furnished in minimum standard lengths of 20 feet.
B. Joints: Joints shall be either bell and spigot end, push-on type or cast iron mechanical joint type, 250 pound working pressure, with elastomeric rubber ring joints, conforming to AWWA C111.
C. Fittings: Fittings shall be ductile iron pipe conforming to AWWA C153, size 3 through 24 inch, and AWWA C110 greater than 24 inch, and shall be 350 psi working pressure rated. Couplings, sleeves, and accessories shall be manufactured by U.S.
Pipe TrimTyte, Union Foundry, Tyler; or equal.
D. Mechanical Joint Restraints: Pipes shall be restrained using a wedge action, selfactuating lug type restraint device. DIP pipe mechanical restraints shall be EBAA Iron Sales, StarGrip, or equal.
E. Flanged outlets shall conform to ASME B16.1, 125 pounds. Bolts and nuts for flanges shall be Type 304 stainless steel, ASTM A193, Grade B8M hex head bolts and ASTM A194, Grade 8M, hex head nuts. Washers shall be of the same material as the bolts. Unless otherwise noted, flanges on all DIP spools shall conform to AWWA C115.
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Packet Pg. 1047 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 4 Water Utility Distribution Piping
F. Miscellaneous nuts and bolts shall be Type 304 stainless steel.
G. All ductile iron pipe and fittings shall be wrapped in polyethylene per AWWA C105.
2.3 COPPER PIPE, LESS THAN 4 INCHES
A. Piping, 1.5 inches and under: Seamless copper tubing conforming to AWWA C800, Type K, soft tempered
B. Piping, 2 inches to 4 inches: Seamless copper tubing conforming to AWWA C800, Type K, hard temper
C. Joints: Silfoss connections
D. Fittings: Cast copper ASME B16.18 or wrought copper ASME B16.22 E. Threaded connections shall be soft soldered.
2.4 ACCESSORIES
A. Pipe Supports, Rods and Clamps: Socket clamps shall be stainless steel, four bolt type, equipped with stainless steel socket clamp washers and nuts Anvil Fig. 595 and 594, Elcen Fig. 37 and 37X, or equal.
1. Rods shall be stainless steel, 3/4 inch diameter.
B. All underground water piping shall be accompanied by a tracer wire and line marker as specified in Section 33 05 26, Utility Line Signs, Markers, and Flags.
PART 3 - EXECUTION
3.1 HANDLING AND STORAGE
A. Handling: Pipe fittings and accessories shall be carefully inspected before and after installation and those found defects shall be rejected. Pipe and fittings shall be free from fins and burrs. Before being placed in position, pipe, fittings and accessories shall be cleaned, and shall be maintained in a clean condition. Proper facilities shall be provided for lowering sections of pipe into trenches. Under no circumstances shall pipe, fittings or any other material be dropped or dumped into trenches.
B. Storage: Pipe should be stored, if possible, at the job site in unit packages provided by the manufacturer. Caution should be exercised to avoid compression damage or deformation to bell ends of the pipe. Pipe should be stored in such a way as to prevent sagging or bending and protected from exposure to direct sunlight by covering with an opaque material while permitting adequate air circulation above and around the pipe. Should the green color fade during storage to a point where, in the opinion of the City's Representative the color would not be clearly evident to a person uncovering a small portion of the pipe, the faded pipe shall be rejected. Gaskets should be stored in a cool, dark place out of the direct rays of the sun, preferably in original cartons.
3.2 INSTALLATION
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Packet Pg. 1048 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 5 Water Utility Distribution Piping
A. Bell-and-spigot pipe shall be laid with the bell end pointing in the direction of laying.
Pipe shall be graded in straight lines, taking care to avoid the formation of any dips or low points. Pipe shall not be laid when the conditions of trench or weather are unsuitable. Pipe shall be supported at its proper elevation and grade, care being taken to secure firm and uniform support. Wood support blocking will not be permitted. The full length of each section of pipe and fittings shall rest solidly on the pipe bed, with recessed excavation to accommodate bells, joints and couplings.
Anchors, thrust blocks, and supports shall be provided where necessary and where indicated on the Drawings for fastening work into place. Fittings shall be independently supported.
B. Have on hand all installation manuals, brochures, and procedures for the equipment and materials concerned.
C. Follow manufacturer instructions, where such are provided, in all cases that cover points not shown on the Drawings or specified herein. Manufacturer's instructions do not take precedence over the Drawings and Specifications. Where manufacturer's instructions are in conflict with the Drawings and Specifications, submit the conflicting instructions to the City's Representative for clarification before performing the work.
D. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, remove burrs.
No wedge type roller cutters shall be permitted.
E. Remove scale and dirt on inside and outside before assembly.
F. Prepare pipe connections to equipment with flanges or unions.
G. Hand trim excavation for accurate placement of pipe to elevations indicated.
H. Buried pipe shall have at least 36 inches of cover (for pipes sizes up to 8 inches), 40 inches of cover (for 10 inch pipe), 44 inches of cover (for 12 inch pipe), or 48 inches of cover (for pipe sizes 16 inches and greater), and 6 inches of clearance from other utilities. Horizontal and vertical separation of domestic water lines must conform to the State of California, Department of Health Services, “Criteria for the Separation of Water and Sanitary Sewer”.
I. Use fittings to make all changes in direction and size unless otherwise indicated on the Drawings.
J. Maintain factory plastic end covers on the pipe during storage. Caps shall be removed upon installation of pipe to insure cleanliness.
K. Backfill around sides and to top of pipe with cover fill, tamp in place and compact, and then complete backfilling.
L. Lay piping on a bed of the specified sand, at least 6-inches thick, on firm undisturbed earth. Remove loose rock, clods, and debris from the trench before placing bedding sand and before laying any pipe.
M. The piping shall be made up with the pipe barrel bearing evenly along its full length on the sand bed on the bottom of the trench.
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Packet Pg. 1049 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 6 Water Utility Distribution Piping
N. In the case of steel or other rigid joint piping, excavate holes under joints and connections for access for making up, welding, testing and wrapping joints.
O. Thoroughly clean out each section of pipe and fitting before lowering into the trench.
Clean each pipe or fitting by swabbing-out, brushing-out, blowing-out with compressed air, washing-out with water, or by any combination of these methods necessary to remove all foreign matter.
P. If cleaned pipe sections and fittings cannot be placed in the trench without getting dirt into the open ends, tie tightly woven canvas or other type of approved cover over the ends of the pipes and fittings until they have been lowered into position in the trench.
After removal of the covers in the trench, completely remove foreign matter from the pipe ends and fittings. Under no circumstances shall pipe be dropped or dumped into trench.
Q. Do not lower any pipe or fitting into a trench that contains water. Pump water from wet trenches, and keep the trenches dry until the joints have been completed and the open ends of the pipes have been closed with watertight plugs or bulkheads. Do not remove the plug or bulkhead unless the trench is dry.
R. Assemble lengths of PVC pipe such that centerline of two pipes being joined do not form an angle exceeding 3 degrees in any plane.
S. The lubricant used in the installation of sealing gaskets shall be suitable for use in potable water and shall not contribute odors. It shall be delivered to the job in closed containers and shall be kept clean and applied with dedicated, clean applicator brushes.
T. Install tracer wire on top of non-metallic pipe as specified in Section 33 05 26 Utility Line Signs, Markers and Flags.
U. Install continuous line marker above top of pipe as specified in Section 33 05 26 Utility Line Signs, Markers and Flags.
V. Polyethylene wrap on DIP shall be installed per manufacturer’s recommendations.
W. Install air release valves on all pipeline high points.
3.3 CONNECTIONS TO EXISTING WATER SYSTEM
A. Utility interruption shall be in accordance with City of San Carlos Standards.
B. In preparation for tie-ins to utility systems, the Contractor shall coordinate with the City's Representative before draining and/or blowing the existing piping prior to start of tie-in work by the Contractor.
3.4 TESTING
A. Water piping shall be hydrostatically tested at 150 psi pressure for two hours. Provide all instruments, facilities, and labor to conduct testing and placing in operation.
Leakage rate shall not exceed 0.02 gallon per hour per inch diameter per 100 feet of buried piping.
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Packet Pg. 1050 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 7 Water Utility Distribution Piping
B. Piping shall be tested in sections. Testing under this Section shall be done before final connections to existing utility piping are made. Connections at existing utilities shall be visually inspected for leaks and all leaks repaired.
C. Any part of the system, including all accessories, that shows failure during testing shall immediately be repaired or replaced with new materials. The system shall be completely retested after repair for replacement. This procedure shall be repeated, if necessary, until all parts of the system withstand the specified tests. No additional compensation will be provided for retesting.
D. Tests shall be witnessed by the City's Representative. At least 48 hours notice of tests shall be given.
E. Perform field inspection and testing in accordance with City of San Carlos’s Standards.
3.5 FLUSHING AND DISINFECTION
A. All domestic water piping shall be flushed and disinfected upon installation.
END OF SECTION
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Packet Pg. 1051 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 1 Sanitary Utility Sewerage Piping
SECTION 33 31 00
SANITARY UTILITY SEWERAGE PIPING
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Sanitary sewer piping, material, fittings, and accessories for gravity lines.
B. Connection of site sanitary sewer system to existing sanitary sewer system.
1.2 RELATED SECTIONS
A. Section 33 05 26 Utility Signs, Markers, and Flags
B. Section 33 39 23 Sanitary Utility Sewerage Cleanouts
1.3 REFERENCES
A. American Society for Testing and Materials (ASTM) D1784 - Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds
B. ASTM D2241 - Standard Specification for PolyVinyl Chloride (PVC) Pressure-Rated Pipe (SDR Series)
C. ASTM D2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
D. ASTM D3034 - Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings
E. ASTM D3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals
F. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
G. American Water Works Association (AWWA) C105/A21.5 - Polyethylene Encasement for Ductile-Iron Pipe Systems
H. AWWA C111/A21.11 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings
I. AWWA C151/A21.51 - Ductile-Iron Pipe, Centrifugally Cast, for Water J. AWWA C153/A21.53 - Ductile-Iron Compact Fittings for Water Service K. “Greenbook” Standard Specifications for Public Works Construction, 2006 Edition L. State of California, Department of Health Services, “Criteria for the Separation of Water and Sanitary Sewer.”
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Packet Pg. 1052 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 2 Sanitary Utility Sewerage Piping
M. UPC, Uniform Plumbing Code, current edition
1.4 SUBMITTALS
A. Product Data: Provide data acknowledging that products meet requirements of standard referenced.
B. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
D. Project Record Documents:
1. Record location of pipe runs, connections, manholes and invert elevations.
2. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.
PART 2 - PRODUCTS
2.1 PVC PIPE, PIPING 12 INCHES AND UNDER
A. Pipe: PVC pipe shall be bell-and-spigot type conforming to ASTM D3034, Type PSM, SDR 35 of materials specified in ASTM D1784, Class 12454 or 12364. Bells shall be integral with pipe. Spigot end pipe with separate double hub couplings is not acceptable. Type PSM, SDR 26 PVC pipe and fittings conforming to ASTM D3034 shall be utilized for piping larger that 12 inches in diameter, piping installed deeper than 15 feet, or piping installed in close proximity to domestic water lines as specified in Section 33 31 00, Part 3. High-Density Polyethylene (HDPE) is not an acceptable product and will not be considered for product substitution.
B. Joints: Joints shall be PVC specified in ASTM D3212, elastomeric joints using elastomeric seals complying with ASTM F477.
C. Fittings: SDR 35 PVC conforming D3034 for PSM type, ASTM D2241, and ASTM D1784, Class 12454 or 12364. The strength class of fittings shall no be less than the strength class of any adjoining pipe.
2.2 DUCTILE IRON PIPE
A. Pipe: DIP pipe shall be Class 50 AWWA C151 with hub and spigot ends. Pipe shall be furnished in minimum standard lengths of 20 feet.
B. Joints: DIP with elastomeric rubber ring joints conforming to AWWA C111 for pushon or mechanical joints C. Fittings: Fittings shall be ductile iron pipe conforming to AWWA C153, size 3 through 24 inch, and AWWA C110 greater than 24 inch, and shall be 350 psi working pressure rated. Couplings, sleeves, and accessories shall be manufactured by U.S.
Pipe TrimTyte, Union Foundry, Tyler; or equal.
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Packet Pg. 1053 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 3 Sanitary Utility Sewerage Piping
D. Pipe Lining: DIP pipe and fittings shall be ceramic epoxy lined with PROTECTO 401 Ceramic Epoxy or equal. Pipe to be epoxy lined shall be delivered to the coating application facility without asphalt, cement lining, or any other lining on the interior surface. DIP with previously removed lining shall not be permitted for installation.
1. The interior of the pipe shall receive 40 mils nominal dry film thickness of ceramic epoxy. Surface Preparation and lining application shall be in accordance with the coating manufacturer’s recommendations.
2. Touch-up and repair shall be performed in accordance with the coating manufacturer’s recommendations.
3. Inspection and certification by coating manufacturer:
a. All DIP pipe and fittings shall be checked for thickness using a magnetic film thickness gauge. The thickness testing shall be done using the method outlined in SSPC PA-2 Film Thickness Rating.
b. The interior of the lining of all pipe barrels and fittings shall be tested for pinholes with a non-destructive 2500 volt test. Any defects found shall be repaired prior to shipment.
c. Each pipe joint and fitting shall be marked with the date of application of the lining system along with its numerical sequence of application on that date and records maintained by the applicator of applicator's work. d. The pipe or fitting manufacturer shall supply a certificate attesting that the applicator met the requirements of this specification, and that the material used was as specified.
4. Ceramic epoxy lined pipe and fittings shall be handled only from the outside of the pipe and fittings. No forks, chains, straps, hooks, etc. shall be placed inside the pipe and fittings for lifting, positioning, or laying. The pipe shall not be dropped or unloaded by rolling. Care shall be taken not to let the pipe strike sharp objects while swinging or being offloaded. DIP shall not be placed on grade by use of hydraulic pressure from an excavator bucket or by force with heavy hammers.
2.3 ACCESSORIES
A. Cleanouts shall be as indicated on the Drawings and as specified in Section 33 39 23 Sanitary Sewerage Cleanouts.
B. Line Marker shall be as specified in Section 33 05 26 Utility Line Signs, Markers, and Flags.
C. All ductile iron pipe and fittings shall be wrapped in polyethylene per AWWA C105.
PART 3 - EXECUTION
3.1 INSTALLATION
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Packet Pg. 1054 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 4 Sanitary Utility Sewerage Piping
A. Have on hand all installation manuals, brochures, and procedures for the equipment and materials concerned.
B. Follow manufacturer instructions, where such are provided, in all cases that cover points not shown on the Drawings or specified herein. Manufacturer's instructions do not take precedence over the Drawings and Specifications. Where manufacturer's instructions are in conflict with the Drawings and Specification, submit the conflicting instructions to the City's Representative for clarification before performing the work.
C. Minimum cover over pipe shall be 3 feet from top of pipe to finished grade, unless otherwise noted.
D. Bedding and cover shall be as specified in Section 31 23 33 Trenching and Backfilling.
E. Hand trim excavation for accurate placement of pipe to elevations indicated.
F. Immediately before placing pipe in final position and joining, check bedding for confirmation to specification requirements. Backfill around sides and to top of pipe with cover fill, tamp in place and compact, then complete backfilling.
G. Pipe and accessories shall be inspected for defects prior to lowering into trench. Any defective, damaged, or unsound pipe shall be replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench.
Install PVC pipe, fittings, and accessories in accordance with ASTM D2321 and manufacturer's instructions.
H. Lay pipe to slope gradients noted on layout drawings; with maximum variation from true slope of 1/8 inch in 10 feet. The slope shall be smooth.
I. Install continuous line marker above top of pipe as specified in Section 33 05 26, Utility Line Signs, Markers and Flags.
J. Protect pipe and bedding cover from damage or displacement until backfilling operation is in progress.
K. Maintain proper separation between potable water lines as specified in the State of California, Department of Public Health, “Criteria for the Separation of Water and Sanitary Sewer.”
L. Do not lower any pipe or fitting into a trench that contains water. Pump water from wet trenches, and keep the trenches dry until the joints have been completed and the open ends of the pipes have been closed with watertight plugs or bulkheads. Do not remove the plug or bulkhead unless the trench is dry.
M. Installation shall comply with requirements of Section 01 57 23 Temporary Storm Water Pollution Control.
N. Each pipe-compression-type joint shall be joined with a lock-in rubber ring and a ring groove that is designed to resist displacement during pipe insertion. The ring and the ring seat inside the bell shall be wiped clean before the gasket is inserted. At this time, a thin film of lubricant shall be applied to the exposed surface of the ring and to the outside of the clean pipe end. Lubricant other than that furnished with the pipe
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Packet Pg. 1055 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 5 Sanitary Utility Sewerage Piping
shall not be used. The end of the pipe shall then be forced into the ring to complete the joint. The pipe shall not be deflected either vertically or horizontally in excess of the printed recommendations of the manufacturer of the coupling.
3.2 CONNECTIONS TO EXISTING SEWER MAIN
A. Utility interruption shall be in accordance with City of San Carlos Standards.
B. Where laterals are the same size as the main, connection must be made with a manhole. Use a wye for all other lateral connections except for lateral connections to existing mains 12 inches and larger.
C. Take care while making tap connections to prevent concrete or debris from entering existing pipe or structure. Remove debris, concrete, or other extraneous material, which may accumulate.
3.3 CLEANING AND FLUSHING
A. All sewer lines shall be tested for obstructions and cleaned by a method that shall be approved by the City's Representative. Clean interior of pipe by flushing if required to remove collected debris. Any obstructions or irregularities shall be removed or repaired by the Contractor. All testing, cleaning, and repairing shall be done to the satisfaction of the City's Representative. The Contractor shall dispose of all waste, including water, at no additional expense to City. The water shall not be allowed to enter existing storm drain or sanitary sewer systems without the prior approval of the City's Representative.
B. The entire piping system shall be thoroughly flushed out until acceptance of the City's Representative. All tests shall be conducted at such times as directed by and in the presence of the City's Representative.
C. For piping greater than 6 inches and any main piping, clean pipe shall be tested by propelling a snug fitting inflated rubber ball through the pipe with water to remove any debris.
D. For piping 6 inches and smaller, flush piping applying full size pipe flushing.
3.4 TESTING
A. Leak Testing: Testing shall be performed after completion of all underground work and shall be successfully completed prior to commissioning (placing in service) any portion of the sewer system. The program of testing must fit the condition as mutually determined by the City's Representative and the Contractor. The Contractor shall take all necessary precautions to prevent any joints from drawing while the pipelines or their appurtenances are being tested. Contractor shall, at no additional cost to City, correct any excess leakage and repair any damage to the pipe and its appurtenances or to any structure indicated by or resulting from these tests.
1. Water exfiltration testing shall be conducted between two consecutive manholes.
The lower end of the pipe to be tested shall be plugged as well as the inlet sewer of the upper manhole.
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Packet Pg. 1056 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 6 Sanitary Utility Sewerage Piping
2. The hydrostatic head for test purposes shall be at least 4 feet above the water table and crown of pipe at the upstream manhole. In every case, the height of the water table at the time of the test shall be determined by exploratory holes or such other methods approved by the City's Representative. The City's Representative shall make the final decisions regarding test height for the water in the pipe section being tested. The length of pipe tested by exfiltration shall be limited so that the pressure on the invert of the lower end of the section shall not exceed 20-feet of water column.
3. Pipe and joints shall sustain a maximum leakage limit of 250 gallons per inch pipe diameter per mile per 24 hours, as measured over a period of 30 minutes minimum.
4. All sewer lateral connection footage included in the test section and subjected to minimum head specified shall be taken into account in computing allowable leakage.
5. Dispose of test water in a manner that will not damage or interfere with adjacent property and in a manner acceptable with the City's Representative and all regulatory agencies.
6. Even though the test for leakage is within the prescribed limits, the Contractor shall repair any obvious leaks.
B. Low pressure air testing may be used in lieu of water exfiltration testing for pipelines 12 inches in diameter and smaller when approved in advance by the City’s Representative. The following procedure shall be used for air testing:
1. Plug all pipe outlets with suitable test plugs. Brace each plug securely.
2. If the pipe to be tested is submerged in ground water, insert a pipe probe, by boring or jetting, into the backfill material adjacent to the center of the pipe, and determine the pressure in the probe when air passes slowly through it. This is the back pressure due to ground water submergence over the end of the probe. All gauge pressures in the test should be increased by this amount.
3. Add air slowly to the portion of the pipe installation under test until the internal pressure is raised to 5.0 psig.
4. Check exposed pipe and plugs for abnormal leakage by coating with a soap solution. If any leakage is observed, bleed off air and make necessary repairs.
5. After an internal pressure of 5.0 psig is obtained, allow at least two minutes for air temperature to stabilize, adding only the amount of air required to maintain pressure.
6. After the two minute period, disconnect the air supply and start stopwatch. The pressure of 5.0 psig shall be maintained for 5 minutes.
7. As an alternative, the Contractor may request the air testing procedure as presented in Section 306-1.4.4 of the 2006 edition of the “Greenbook” Standard Specifications.
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Packet Pg. 1057 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 7 Sanitary Utility Sewerage Piping
8. Adjust air pressure requirements if ground water table is above the sewer line being tested. An increase of 0.433 psi for each foot the ground water level is above the invert of the pipe shall be applied.
C. Deflection Testing shall be conducted by the Contractor for PVC SDR 35 pipe 6 inches in diameter and larger. Deflection testing is not required for PVC SDR 26 or DIP piping.
1. After pipe installation and not less than 30 days after completion of the trench backfill, but prior to placement of pavement, PVC SDR 35 pipe shall be cleaned and mandrel tested for obstructions such as, but not limited to, deflections, joint offsets, and lateral pipe intrusions.
2. A rigid mandrel shall be pulled through the pipe by hand. Mechanical pulling device will not be allowed. The mandrel shall be rigid, nonadjustable and having an effective length of not less than its nominal interior diameter of the pipe being tested. The outside diameter of the mandrel shall be, at a minimum, 95 percent of the inside diameter of the pipe being tested after debeading.
3. Mandrel shall be pulled through each run of installed pipe in the presence of City's Representative. If the mandrel is caught in the pipe and cannot be pulled completely through, the section of pipe where the mandrel is caught is deemed defective.
4. All obstructions encountered by the mandrel shall be corrected by the Contractor.
Obstructions due to deflection shall be corrected by replacement of the overdeflected pipe. Mechanical re-rounding is not permitted.
5. If a section of pipe fails to meet the mandrel test and is reinstalled and fails a second time, said section(s) of pipe shall be replaced with rigid pipe material approved by the City’s Representative.
D. If tests indicate Work does not meet specified requirements, remove Work, replace and retest at no additional cost to City.
E. All tests shall be witnessed by the City's Representative. At least 48 hours notice of tests shall be given.
F. Perform field inspection and testing in accordance with City of San Carlos Standards.
END OF SECTION
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Packet Pg. 1058 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 39 16 - 1 Sand/Oil Separator
SECTION 33 39 16
SAND/OIL SEPARATOR
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Sand/Oil Separator and Sample Box.
1.2 RELATED SECTIONS
A. Section 31 23 33 Trenching and Backfilling
1.3 REFERENCES
A. ASTM C 890 - Standard Practice for Minimum Structural Design Loading for Monolithic or Sectional Precast Concrete Water and Wastewater Structures B. ASTM C 891 - Standard Practice for Installation of Underground Precast Concrete Utility Structures
C. ASTM C 913 - Standard Specification for Precast Concrete Water and Wastewater Structures
1.4 SUBMITTALS
A. Product Data: Provide data acknowledging that products meet requirements of standards referenced.
B. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
D. Project Record Documents:
1. Record location of pipe runs, connections, inlets, manholes and invert elevations.
PART 2 - PRODUCTS
2.1 SAND/OIL SEPARATOR AND SAMPLE BOX
A. 800 gallon sand/oil separator; Mid State Concrete Products Concrete Sand Trap 800 Gal Traffic, or approved equal.
B. 24-inch diameter sample box.
C. Comply with ASTM C 913.
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Packet Pg. 1059 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 39 16 - 2 Sand/Oil Separator
D. Include rubber-gasketed joints, vent connections, manholes, compartments or baffles, and piping or openings to retain sand and oil and to permit wastewater flow.
E. Heavy-Traffic Load: Comply with ASTM C 890, A-16.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install precast concrete separator and sample box according to ASTM C 891.
B. Set separator and sample box level and plumb.
C. Set tops of manhole frames and covers flush with finished surface in pavements.
D. All joints between precast concrete vault sections shall be made watertight. A plastic joint sealing compound shall be installed according to the manufacturer's recommendations to provide a watertight joint which remains impermeable throughout the design life of the structure
END OF SECTION
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Packet Pg. 1060 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 39 23 - 1 Sanitary Utility Sewerage Cleanouts
SECTION 33 39 23
SANITARY UTILITY SEWERAGE CLEANOUTS
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Sewerage cleanout requirements and access.
1.2 RELATED SECTIONS
A. Section 33 31 00 Sanitary Utility Sewerage Piping
1.3 REFERENCES
A. ASTM C891 - Standard Practice for Installation of Underground Precast Concrete Utility Structures
1.4 SUBMITTALS
A. Product Data: Provide data acknowledging that products meet requirements of standard referenced.
B. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
D. Project Record Documents:
1. Record location of cleanouts and invert elevations.
PART 2 - PRODUCTS
2.1 CLEANOUTS
A. Cleanouts shall be as indicated on Drawings and shall comply with campus standard details.
B. Cleanout components shall be the same size and same pipe material as the lateral and shall be a pipe extension to grade with compression plug.
C. Curb box shall be over the riser pipe. A precast concrete box, Christy F8, with cast iron lid or equal shall be used in non-traffic areas. A Christy G5 concrete box with cast iron lid or equal shall be used in traffic areas. Lids shall be marked “SEWER.” PART 3 - EXECUTION
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Packet Pg. 1061 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 39 23 - 2 Sanitary Utility Sewerage Cleanouts
3.1 INSTALLATION
A. Installation shall comply with ASTM C891 and as detailed, Service Lateral and Cleanout.
B. Cleanouts shall be installed 18 inches from face of curb or 12 inches maximum behind sidewalk. Where service is in a driveway, install cleanout 18 inches behind apron.
C. In cases where the cleanout installation conflicts with existing facilities, the Contractor shall verify in writing any alternative location with the City's Representative prior to installation.
D. Placement of cleanout in concrete box shall be vertical and centered in the box.
3.2 TESTING
A. Testing shall conform to the testing requirements in Section 33 31 00 Sanitary Utility Sewerage Piping.
B. Perform field inspection and testing in accordance with City of San Carlos Standards.
END OF SECTION
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Packet Pg. 1062 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Academy of Alameda Play Structure (20704) 1 SEALS PAGE
SAN CARLOS FIRE STATION 16
CITY OF SAN CARLOS (19716)
MAY 2021
Divisions 01, 02, 31, 32, and 33 of the Specifications herein have been prepared by, or under the direction of, the following licensed professional:
Civil Engineer:
Siegfried Engineering
3428 Brookside Road
Stockton, CA 95219
Phone: 209.943.2021
Paul Schneider
License: C62498
Expires: 09/30/2021
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Packet Pg. 1063 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
01 57 23 - 1 Temporary Erosion and Sediment Control
SECTION 01 57 23
TEMPORARY EROSION AND SEDIMENT CONTROL
PART 1 - GENERAL
1.1 DESCRIPTION
A. Work included: The work included in this Section includes all labor, materials, and equipment necessary to place temporary and permanent erosion and sediment control measures as specified herein.
B. Related work: Documents affecting work of this Section include, but are not necessarily limited to, General Conditions, Supplementary Conditions, Sections in Division 1 and 2 of these Specifications, and:
1. Section 02 41 13 Selective Site Demolition
2. Section 31 10 00 Clearing and Grubbing
3. Section 31 20 00 Earthwork
4. Section 31 22 19 Finish Grading
5. Section 31 23 33 Trenching and Backfilling
6. “California Stormwater Quality Association Stormwater Best Management Handbook”, (2003 edition).
7. Association of Bay Area Governments, ABAG Erosion and Sediment handbook, current edition.
1.2 QUALITY ASSURANCE AND CONTROL
A. Use adequate numbers of skilled workers who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section.
1.3 ENVIRONMENTAL REQUIREMENTS
A. Protect adjacent properties and water resources from erosion and sediment damage throughout life of contract.
1.4 SUBMITTALS
A. Comply with City of San Carlos General Conditions.
B. Product Data: Submit:
1. Materials list of items proposed to be provided under this Section.
2. Specifications and other data needed to prove compliance with the specified requirements.
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Packet Pg. 1064 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
01 57 23 - 2 Temporary Erosion and Sediment Control
PART 2 - PRODUCTS
2.1 FOR EROSION AND SEDIMENT CONTROL
A. The primary erosion and sediment control measures implemented during the Grading/Site Preparation phase of the project shall be inspected, maintained, and repaired in accordance with ABAG and Storm Water Pollution Prevention CASQA guidelines. Secondary measures such as Inlet Protection, dust control, erosion control blanket, temporary and permanent seeding shall be installed/applied as necessary.
B. Staked Hay Bales or straw wattle installed per Storm Water Pollution Prevention CASQA and ABAG guidelines.
C. Bale stakes for each bale shall be a minimum of 4-feet in length and shall be either two #2 rebars, two steel pickets, or two 2-inch X 2- inch hardwood stakes driven 1’6” into the ground..
D. Rip-Rap outlet protection and drainage structure inlet protection installed per Storm Water Pollution Prevention CASQA and ABAG guidelines.
E. Temporary Sediment Riser Outlet Structure installed per Storm Water Pollution Prevention CASQA and ABAG guidelines.
F. Inlet Protection installed per Storm Water Pollution Prevention CASQA and ABAG guidelines.
PART 3 - EXECUTION
3.1 Preparation
A. Contractor shall review the site in its entirety and photograph for reference.
B. Deficiencies or changes on Site Improvement Plans as it is applied to current conditions shall be brought to the attention of the City’s Representative.
3.2 Erosion Control and Storm Water Pollution Prevention Implementation A. Place erosion control and storm water pollution prevention measures in accordance with Storm Water Pollution Prevention CASQA and ABAG guidelines, as construction proceeds and the appropriate phase is in progress for each measure.
B. Permanent erosion control measures shall be incorporated into the Project at the earliest practical time to minimize the need for temporary controls.
C. After completion of the demolition phase and before the start of the Fire Station Replacement Project, the demolition contractor will be required to maintain, as necessary, SWPPP and erosion control measures until the Fire Station Replacement contractor takes over the site.
3.3 Permanent and Temporary Seeding Measures
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Packet Pg. 1065 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
01 57 23 - 3 Temporary Erosion and Sediment Control
A. Permanently seed and mulch cut slopes as excavation proceeds to extent considered desirable and practical.
B. Slopes that erode easily or that will not be graded for a period of fourteen (14) days or more shall be temporarily seeded as work progresses with temporary seeding.
3.4 Removal of Erosion and Sediment Control Measures
A. All temporary erosion and sediment control BMPs, including but not limited to fiber rolls, gravel bag filters at drop inlets, silt fence, etc., shall be left in place after project acceptance.
END OF SECTION
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Packet Pg. 1066 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
02 41 13 - 1 Selective Site Demolition
SECTION 02 41 13
SELECTIVE SITE DEMOLITION
PART 1 - GENERAL
1.1 SCOPE OF WORK
A. Remove paved asphalt concrete areas, concrete sidewalks, concrete ramps, utility pipes, utility appurtenances, light poles, light fixtures, bike racks, trees, and gate control arm equipment, as noted on the Drawings.
1.2 REQUIREMENTS
A. Prior to starting demolition, comply with requirements listed in the City of San Carlos General Conditions. Comply with BAAQMD and Environmental Protection Agency (EPA) regulations and disposal regulations.
1.3 RELATED WORK
A. Section 01 57 23: Temporary Storm Water Pollution Control B. Section 31 10 00: Clearing and Grubbing
C. Section 31 20 00: Earthwork
D. Section 31 22 19: Finish Grading
PART 2 - - PRODUCTS (NOT USED)
PART 3 - - EXECUTION
3.1 UTILITIES
A. Coordinate with utility companies as required.
B. Locate, identify, disconnect, and cap off utility services to be demolished.
C. Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated.
D. Maintain and protect existing utilities to remain in service before proceeding with demolition, providing bypass connections to other parts of the building.
E. Notify the City of San Carlos Representative not less than 72 hours in advance if there are any proposed utility interruptions
F. Do not proceed with utility interruptions without the City of San Carlos Representative’s written permission
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Packet Pg. 1067 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
02 41 13 - 2 Selective Site Demolition
G. Where equipment or devices have been removed, and where the active side of the pipe remains, Contractor shall cap or plug all abandoned piping using either threaded or soldered fittings. Do not rely on the existing valves for a positive shutoff.
H. For the abandonment of wet utilities, Contractor shall cut and cap at the property line, remove everything behind the property line, disconnect lateral at mainline, and abandon in place the segment between mainline and property line. Contractor shall perform work as specified in the Drawings.
3.2 DEMOLITION
A. Conduct demolition without disrupting use of adjacent property or nearby buildings.
B. Conduct demolition operations and remove debris to prevent injury to people and damage to adjacent buildings and site improvements.
C. Perform Work in such a manner as to prevent damage to existing facilities to remain or to be salvaged. Hazardous Work shall not be left standing or hanging, but shall be knocked or pulled down to avoid damage or injury to employees or the public.
D. Conduct demolition operations in such a manner as to prevent damage to existing trees and plants that are to remain.
E. Contractor shall provide biologist survey prior to the demolition and removal of all existing trees.
F. Contractor shall coordinate with the City and the adjacent property owner prior to the removal of trees along the property line. A minimum of 7 days notice shall be provided prior to starting work.
G. If the removal of the trees takes place between February 1 and August 31, the contractor shall provide pre-construction survey performed by qualified biologist.
Refer to Specification CEQA memo.
H. Contractor shall be extremely cautious while removing trees, specifically to the existing traffic control cabinet and the existing carport on the adjacent property. The contractor shall be responsible for any damages to traffic control cabinet and carport caused by the contractor’s work.
I. Contractor shall be responsible for traffic control when performing any work in the street.
3.3 CUTTING AND PATCHING
A. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least likely to damage construction to remain or adjoining construction.
3.4 SAW CUTTING
All saw cutting shall be made in a neat, clean line perpendicular to the face of the paved surface such that no damage shall take place on the paving to remain. Refer to plans for locations.
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Packet Pg. 1068 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
02 41 13 - 3 Selective Site Demolition
3.5 SALVAGE
A. Items indicated to be removed and salvaged remain the City’s property. Remove, clean, and deliver to the City’s designated storage area or as directed by the City’s Representative.
3.6 DISPOSAL
A. Unless otherwise indicated, demolished materials become Contractor's property.
B. Promptly remove demolished materials from City’s property and legally dispose of them. Do not burn demolished materials.
C. After the demolition work is complete, the contractor shall remove and dispose of all excess materials from the demolition operations and other unwanted materials, garbage, debris, and rubbish scattered throughout the site and perform minor grading as directed by the Engineer to eliminate uneven ground surface. The restored sites shall have no significant depressed areas that may hold rain water.
3.7 HAZARDOUS MATERIALS
A. Except as otherwise specified, in the event Contractor encounters on the Project site material reasonably believed to be asbestos, polychlorinated biphenyl (PCB), lead, or other hazardous substances that have not been rendered harmless, Contractor shall immediately stop work in the area affected and report the condition to the City of San Carlos’s representative in writing. The work in the affected area shall not thereafter be resumed except by written agreement of the City and Contractor if in fact the material is asbestos, PCB, lead, or other hazardous substances and has not been rendered harmless. The work in the affected area shall be resumed in the absence of asbestos, PCB, lead, or other hazardous substances, or when such materials have been rendered harmless.
B. Disclose any hazardous substance or condition exposed during the work to the City’s Representative for decision or remedy.
END OF SECTION
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Packet Pg. 1069 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 10 00 - 1 Clearing and Grubbing
SECTION 31 10 00
CLEARING AND GRUBBING
PART 1 - GENERAL
1.1 DESCRIPTION
A. Work included:
Clear and grub the site to remove and dispose of all trash, debris, and natural growth which will interfere with new construction as shown on the Drawings and specified herein except such objects as are designated to remain or are to be removed in accordance with other sections of these specifications within designated limits of the project area. This work shall also include the preservation from injury or defacement of all vegetation and objects designated to remain.
Strip topsoil from areas that are to be incorporated into the limit of project and storage of topsoil where it will not interfere with other work.
B. Related work:
1. Section 01 57 23: Temporary Storm Water Pollution
2. Section 02 41 13 Selective Site Demolition
1.2 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section.
1.3 ENVIRONMENTAL REQUIREMENTS
A. Provide temporary erosion and sedimentation control measures as necessary per Section 01 57 23 and CASQA or ABAG storm water pollution prevention guidelines to prevent soil erosion and discharge of sediment laden water runoff or airborne dust to adjacent properties and water resources.
B. Sitework Sub-Contractor shall be totally responsible to conduct inspections, repair, and maintain erosion and sedimentation control measures during construction until permanent vegetation has been established.
C. Sitework Contractor will be responsible to remove temporary erosion and sedimentation controls when site is re-stabilized and re-vegetated. Any areas disturbed during removal of temporary measures will be restored and stabilized within fourteen (14) calendar days.
PART 2 - PRODUCTS
2.1 MATERIALS
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Packet Pg. 1070 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 10 00 - 2 Clearing and Grubbing
A. Provide materials, not specifically described but required for proper completion of the work of this Section, as selected by the contractor subject to the approval of the City of San Carlos Representative.
2.2 MATERIAL OWNERSHIP
A. Except for stripped topsoil or other materials indicated to remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site.
PART 3 - EXECUTION
3.1 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this Section will be performed.
Notify the City of San Carlos Representative of conditions which may be detrimental to timely and proper completion of the Work. Do not proceed until unsatisfactory conditions are corrected.
3.2 PROTECTION
A. Protect existing utilities indicated or made known.
B. No vegetation shall be cut outside the limits of construction as determined by the grading requirements shown on the Drawings, unless approved by the City of San Carlos Representative.
C. Protection of persons and property:
1. Barricade open depressions and holes occurring as part of this Work, and post warning lights on property adjacent to or with public access.
2. Operate warning lights during hours from dusk to dawn each day and as otherwise required.
3. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by operations under this Section.
D. Use means necessary to prevent dust from becoming a nuisance to the public, to neighbors, and to other work being performed on or near the site.
E. Maintain access to the site at all times.
F. Protect and maintain benchmarks and survey control points from disturbance during construction. If monuments need to be removed they shall be referenced by a Land Surveyor Licensed in the State of California. Same applies to property corners that are disturbed by site clearing operations.
G. Locate and clearly flag trees and vegetation to remain or to be relocated.
3.3 CLEARING
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Packet Pg. 1071 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 10 00 - 3 Clearing and Grubbing
A. All stumps and root mat shall be thoroughly removed regardless of their depth and regardless of the proposed fill height. The area within the construction lines shall be cleared of all surface objects and all trees, stumps, roots and other objectionable obstructions resting on or protruding through the surface of the original ground not designated to be retained, unless otherwise noted.
3.4 CONSERVATION OF TOPSOIL
A. After the area has been cleared of vegetation, strip the existing topsoil to the depth necessary to remove all organic material and reveal firm subsoil at the direction of the City’s Representative.
B. Topsoil to be respread shall consist of organic surficial soil reasonably free of subsoil, clay lumps, stones, and other objects over 2 inches in diameter, weeds, roots, and other objectionable material.
C. Stockpile topsoil in areas where directed by the City’s Representative. Construct storage piles to freely drain surface water. Cover storage piles as required to prevent windblown dust. Install erosion control silt fence around perimeter of topsoil stockpile if there are no other measures between the stockpile and water resources.
3.5 DISPOSAL
A. General:
1. Disposal of structures, trash and debris resulting from clearing operations shall be off site. The Contractor shall submit, prior to beginning work, a plan for the satisfactory disposal of material and debris from the clearing and grubbing operations for approval of the City of San Carlos Representative. Said plan shall provide for the satisfactory disposal of perishable materials and rubbish within thirty (30) days after accumulation, unless a longer period is authorized in writing by the City of San Carlos Representative, to prevent infestation of pests.
3.6 UTILITIES
A. Coordinate with utility companies and agencies as required.
B. Locate, identify, disconnect, and seal or cap off utilities indicated to be removed.
Arrange with utility companies to shut off indicated utilities.
C. Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:
D. Notify the City’s Representative not less than two (2) days in advance if there are any proposed utility interruptions.
E. Do not proceed with utility interruptions without the City Representative’s written permission.
END OF SECTION
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Packet Pg. 1072 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 20 00 - 1 Earthwork
SECTION 31 20 00
EARTHWORK
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Rough Grading of site, Excavating, backfilling and grading, as required to obtain contours and elevations indicated on the Drawings.
2. Subgrade preparation for pavement areas.
B. Related Sections:
1. Section 01 57 23 Temporary Storm Water Pollution Prevention
2. Section 02 41 13 Selective Site Demolition
3. Section 31 22 19 Finish Grading
4. Section 31 23 33 Trenching and Backfilling
1.2 REFERENCES
A. AASHTO T 180 - Standard Specification for Moisture-Density Relations of Soils Using a 4.54 kg (10-lb) Rammer and a 457 mm (18 in.) Drop; American Association of State Highway and Transportation Officials; 1997.
B. ASTM D 698 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)); 2000a.
C. ASTM D 1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method; 2000.
D. ASTM D 1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN m/m3)); 2000.
E. ASTM D 2167 - Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method; 1994.
F. ASTM D 2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregates; 1995.
G. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth); 1996.
H. ASTM D 3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth); 1996.
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Packet Pg. 1073 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 20 00 - 2 Earthwork
I. Project Geotechnical Report: “Geotechnical Engineering Report / San Carlos Fire Station 2 / San Carlos, Santa Clara County, CA, 95035,” prepared by Terracon Consultants, Inc., dated March 29, 2019.
1.3 DEFINITIONS
A. Excavation: Earth excavation includes excavation of pavement and other obstructions visible on the ground surface; underground structures, utilities and other items to be demolished and removed; together with earth and other materials encountered that are not classified as rock or unauthorized excavation.
B. Subgrade: Previously undisturbed material prepared, and compacted to required density and elevation to support a structure, or pavement system.
C. Subbase: Compacted layer of approved material used between the subgrade and the pavement.
D. Earth Excavation: Materials not otherwise defined as rock excavation including removal and disposal of pavements, visible on grade obstructions, underground structures, utilities and other items indicated to be removed.
E. Unauthorized Excavation: Includes removal and disposal of material beyond subgrade elevations, and dimensions indicated without prior approval of the City’s Representative.
F. Standard Specifications: Refers to the Standard Specifications of the State of California, Business and Transportation Agency, Department of Transportation (Caltrans), latest edition. In case of conflict between the Standard Specifications and these Specifications, the strictest Specifications shall govern.
G. Provisions for measurement and payment specified within the Standard Specifications shall be disregarded and the provisions of this Agreement shall govern.
H. Relative Compaction: Ratio, expressed as a percentage of field dry density as compacted to a maximum dry density of representative sample of the same material determined by ASTM D1557.
I. SUBMITTALS
J. Conform to the requirements in Section 5.6 of the City of San Carlos General Conditions.
K. Product Data: Provide data and test results for products and materials specified or proposed to be used.
L. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
M. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
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Packet Pg. 1074 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 20 00 - 3 Earthwork
N. Project Record Documents: Record actual locations of pipe mains, valves, connections, and invert elevations. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.
O. Deliver samples of imported materials to City’s Representative in quantities sufficient for additional testing. Deliver at least 15 days prior to use.
P. Submit a Confined Space Emergency Plan prior to any personnel entering trenches or excavations greater than 5 feet in depth.
1.4 QUALITY ASSURANCE
A. Test reports: provide testing reports, including laboratory analysis and other information as required to demonstrate suitability of all materials used.
B. Testing and Inspection Service: engage soil testing and inspection service, for quality assurance testing during earthwork operations. Contractor shall provide compaction testing as directed by the City’s Representative, which at a minimum, shall include:
1. Contractor shall notify the City’s Representative of testing reports immediately upon completion, and shall provide certified results from the soils engineer within one week thereafter.
2. Testing shall be performed for each area of fill as defined by the City’s Representative.
1.5 DELIVERY, STORAGE AND HANDLING
A. Stockpile satisfactory excavated materials in approved location, until required for backfill or fill. Place, grade, and shape stockpiles for proper drainage.
1. Do not store soil within drip line of trees indicated to remain.
1.6 PROJECT CONDITIONS
A. Subsurface Conditions: the Contractor is responsible to determine the exact nature and extent of subgrade conditions.
1. Subgrade and geotechnical information provided by the City shall not relieve the Contractor of responsibility for being familiar with the character and extent of subsurface conditions that may be encountered during performance of the Work.
B. Do not use explosives.
C. The Contractor shall assess and evaluate all site conditions and layout the work before any earthwork shall begin.
1.7 MAINTENANCE
A. Repair settlement at excavated areas for a period of one year following final acceptance at no additional cost to City. Remove surface (pavement, lawn or other finish), add backfill material, compact, and replace surface treatment; restore
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Packet Pg. 1075 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 20 00 - 4 Earthwork
appearance, quality, and condition of surface and finish to match adjacent work, and eliminate evidence of restoration.
1.8 WARRANTY
A. The Contractor shall warrant the Work against settlement for a period of one year after the date of final acceptance, and shall repair damage caused by settlement within that time. For the purpose of this Specification, settlement will be deemed to have occurred if on paved surfaces, depressions greater than one half inch occur relative to paved surfaces outside the excavation area.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Fill Materials: Use only suitable fill except where sand is required. Do not use water saturated soil material or contaminated material.
1. On-site soils are considered suitable for use in engineered fill material, provided that they are at a workable moisture content and free of significant concentrations of organic materials, rubble or debris. The on-site clay soils located at an approximate depth of ten feet below existing site grades are not considered suitable for use in fill construction beneath at-grade structures, exterior slab-on-grade concrete or pavements.
2. If imported material is required for fill and backfill, the imported material must be granular soil, free of organic matter, which does not exhibit excessive shrinkage or swelling behavior when subjected to changes in water content. Imported fill shall contain no environmental contaminants or construction debris. a. Have 100 percent pass through a 3 inch sieve, 95 to 100 percent pass through a 1 inch sieve.
b. Be thoroughly compacted without excessive voids.
c. Have a maximum Plasticity Index of 15.
d. Have an Expansion Index less than 20.
B. Topsoil: Refer to Section 32 90 00 for requirements.
PART 3 - EXECUTION
3.1 PREPARATION
A. Excavate by hand within drip-line of trees to remain. Do not damage trees or roots, prevent dehydration of exposed roots.
B. Surfaces to receive fill and soils to be compacted shall be free of standing water, and shall not be saturated with water.
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Packet Pg. 1076 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 20 00 - 5 Earthwork
C. In asphalt concrete paved areas, neatly saw cut pavement 12 inches beyond the limits of excavations. If edge of pavement is located within 30 inches of limit of excavation, remove pavement to existing edge.
D. Remove existing utility lines that traverse the site as indicated on Drawings.
3.2 SITE CLEARING
A. Complete clearing and grubbing, including stripping of topsoil, as indicated on Drawings and in Section 31 10 00.
B. Scarify and compact the upper 12 inches of the exposed subgrade-to-receive-fill to 90 percent relative compaction.
3.3 EXCAVATION
A. Additional Excavation: When excavation has reached required subgrade elevation shown on Drawings, notify City’s Representative who will inspect conditions. When unsuitable bearing materials are encountered at required subgrade elevations, carry excavations deeper and place excavated material as directed by the City’s Representative. Road base and smaller stones, rocks, etc. shall generally be used on site under paved areas and as required for engineered fill, as described in this section. Unsuitable materials are generally described as follows:
1. Areas to be planted:
a. Stones, rocks, or other deleterious materials not suitable for plant growth that are over 2” in diameter.
b. Existing Asphalt, Concrete, or road base.
c. Road base, gravel, or other material co-mingled with soil but comprising 50% or greater of the overall volume.
2. Areas to be Paved:
a. Stones, rocks, or other materials 4” or larger, or as otherwise defined in the project geotechnical report.
B. Stability of Excavations: Comply with OSHA regulations for slope requirements.
Provide shoring and bracing where required slope cannot be maintained.
C. Excavation for Pavements: Cut surface under pavements to comply with pavement section shown on Contract Documents.
D. Coordinate excavation, preparation and backfill with Work of related Sections for Project Site utilities, drainage and irrigation systems.
E. Replace the excavated material or any approved supplementary import material in lifts not to exceed 8 inches in compacted thickness, moisture condition to at least two percent above the optimum moisture content, and compact each lift to a minimum 90 percent relative compaction.
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Packet Pg. 1077 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 20 00 - 6 Earthwork
F. For areas within building pads and concrete flatwork areas, after stripping and any overexcavation, scarify exposed subgrade to a depth of at least 12”. Moisture condition to not less than the optimum moisture content, then compact to no less than 90 percent relative compaction. The upper 12-inches of fill shall be compacted to 90% relative compaction per the project geotechnical report.
G. Perform footing excavations after fill placement is complete.
3.4 COMPACTION
A. General: Control soil compaction during construction providing minimum percentage of density specified for each area classification as indicated below.
B. Percentage of Maximum Density Requirements: Compact soil to no less than the following percentages of maximum density in accordance with ASTM D 1557.
1. Building Slabs: Compact top 12 inches of subgrade and each layer of backfill or fill material at 90 percent relative compaction.
2. Lawn or Unpaved Areas: Compact top 12 inches of subgrade and each layer of backfill or fill material at 90 percent relative compaction.
3. Vehicular pavements: Compact top 12 inches of subgrade and each layer of backfill or fill material at 90 percent relative compaction. The upper 6 inches of pavement subgrade soils shall be compacted to at least 95 percent relative compaction.
C. Moisture Control: Where subgrade or layer of soil material must be moisture conditioned before compaction, uniformly apply water to surface of subgrade, or layer of soil material, to prevent free water appearing on surface during or subsequent to compaction operations.
1. Remove and replace or scarify and air dry soil material that is too wet to permit compaction to specified density.
2. Soil material that has been removed because it is too wet to permit compaction may be stockpiled or spread and allowed to dry. Assist drying by discing, harrowing or pulverizing until moisture content is reduced to a satisfactory value.
3.5 BACKFILL AND FILL
A. Place approved soil material in layers to required subgrade elevations, for each area classification listed below. Do not use water saturated soil material or contaminated material.
1. In excavations, use approved excavated or borrow material.
2. At planted areas, use any stockpiled topsoil, and in addition, place 6” approved imported topsoil. Roto-till into on-site topsoil or subgrade to a depth of 8”.
Compact to 85% relative density.
3. Under walks and pavements, use base material, approved excavated or borrow material, or combination of both to achieve required subgrade.
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Packet Pg. 1078 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 20 00 - 7 Earthwork
4. Under steps, use approved subbase material.
5. Under building slabs, use approved drainage fill material.
B. Backfill excavation as promptly as work permits, but not until completion of the following:
1. Acceptance of construction below finish grade including, where applicable, dampproofing, waterproofing, and perimeter insulation.
2. Inspection, testing, approval, and recording locations of underground utilities.
3. Removal of concrete formwork, shoring and bracing: Prevent settling due to removal of materials from below structures.
4. Backfilling of voids with satisfactory materials.
5. Removal of trash and debris from excavation.
6. Permanent or temporary horizontal bracing is in place on horizontally supported walls.
C. Place backfill and fill materials in uniform lifts not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 6 inches loose depth for material compacted by hand-operated tampers. Prevent wedging action of backfill against structures and displacement of piping and conduit.
3.6 GRADING
A. Provide smooth finished surfaces within specified tolerances, compact with uniform levels or slopes between points where elevations are indicated on Drawings, or between such points and existing grades.
B. Grade areas outside of building lines to drain away from structures and to prevent ponding. Finish surfaces free from irregular surface changes, within the following tolerances above or below required finish grade.
1. Lawn and Unpaved Areas to Receive Topsoil: 0.10 foot
2. Pavements and Walks: Line, grade and cross-section, 0.10 foot
3. Structures: 0.10 foot.
C. Compaction: After grading, compact subgrade surfaces to the depth and indicated percentage of maximum or relative density for each area classification.
D. Grade fill under building slabs smooth and even, free of voids, to required elevation.
Provide final grades with a tolerance of plus or minus 1/4 inch in 10 feet.
3.7 FIELD QUALITY CONTROL
A. See the Section 1.5 and the General Conditions for requirements related to field inspection, quality control, and testing.
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Packet Pg. 1079 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 20 00 - 8 Earthwork
B. Perform compaction density testing on compacted fill in accordance with ASTM D6938.
C. Evaluate results in relation to compaction curve determined by testing uncompacted material in accordance with ASTM D1557 ("modified Proctor"), or AASHTO T 180.
D. If tests indicate Work does not meet specified requirements, remove Work, replace and retest at no additional cost to the City.
3.8 DISPOSAL OF EXCESS AND WASTE MATERIALS
A. Comply with the applicable provisions of the General Conditions.
B. Except for stripped topsoil or other material indicated to remain City property, cleared materials shall become the Contractor’s property and shall be removed from the Project site.
3.9 PROTECTION
A. Protection of Graded Areas: Protect newly graded areas from traffic and erosion.
Keep free of trash and debris.
B. Cold Weather Protection: Protect excavation bottoms against freezing when atmospheric temperature is less than 35 degrees F.
C. Repair and re-establish grades in settled, eroded, and rutted areas to specified tolerances.
D. Where completed compacted areas are disturbed by subsequent construction operations or adverse weather, scarify surface, re-shape, and compact to required density prior to further construction.
END OF SECTION
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Packet Pg. 1080 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 22 19 - 1 Finish Grading
SECTION 31 22 19
FINISH GRADING
PART 1 - GENERAL
1.1 SCOPE OF WORK
A. Provide all labor, materials, services and equipment indicated on Drawings and/or herein specified to complete all Landscape Grading Work.
B. Finish grading shall consist of scarifying and establishing finish grade to conform to the contours, grades, line and shapes as indicated on the Drawings, and insuring that all landscape areas are uniformly graded to an outlet.
1.2 DEFINITIONS
A. Subgrade: Surfaces upon which additional specified materials are to be placed, prepared or constructed.
B. Rough grade: The establishment of grades to one-tenth (1/10) foot plus or minus tolerance of grades required to accomplish the Work described in other documents and drawings.
C. Finish grade: The establishment of grades to a plus or minus tolerance of final grades as indicated on Drawings. Tolerances are specified in applicable documents of the specifications (i.e. Planting, Pedestrian Concrete, Decomposed Granite, etc.)
D. Grading intent: Spot elevations (grades) and contours are indicated based on the best available data. Drawings are referenced to provide additional site grading data. The intent is to maintain constant slopes between spot elevations. If a spot elevation is determined to be in error, or the difference in elevation between points change, contact the City's Representative immediately for field adjustments of spot elevations.
1.3 EXISTING UTILITIES
A. Contractor is responsible to contact Underground Service Alert (USA North) at 811 and mark the location of all existing utilities before commencing Work.
B. Refer to the Drawings for information on proposed site utilities and their locations.
C. Retain and protect in operating condition all active utilities traversing the site designated to remain.
D. Where existing utilities not indicated on the Drawings are encountered, support, shore up, protect same and immediately contact the City's Representative for continuance and/or relocation of such services.
1.4 PROTECTION OF EXISTING CONDITIONS AND ADJACENT PROPERTIES A. Use all means necessary to protect existing conditions designated to remain, newly constructed conditions and adjacent properties. Avoid any encroachment on adjacent properties.
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Packet Pg. 1081 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 22 19 - 2 Finish Grading
B. Prevent damage to existing benchmarks, pavement and utility lines. In the event of damage or loss, immediately make all repairs and replacements required to the satisfaction of the City's Representative and at no additional cost to the City.
1.5 EXISTING TREES
A. The Contractor shall protect the tops, trunks and roots of all existing trees on/or near the project site that are designated to remain.
B. Do not permit the parking of vehicles, or storage of materials or equipment under the dripline of existing trees.
1.6 QUALITY ASSURANCE
A. Finish grades shall conform to contours, grades, lines and shapes, as indicated on Drawings, with uniform slopes between finish grades or between finish grades and existing grades.
B. Establish finish landscape grades in a continuous, uniform line, resulting in a uniform surface with positive drainage and without ridges or water pockets.
C. Finish landscape grade tolerance shall be .04 feet plus or minus of final grades indicated on Drawings.
1.7 SUBMITTALS
A. Not Used.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.1 GENERAL
A. Contractor shall be responsible for bringing rough grades into conformity with finish grades as indicated on the plans. Comply with tolerances specified in this document and as specified in applicable documents of the specifications (i.e. concrete, asphalt, planting, etc.).
B. Conduct work in an orderly manner. Dirt shall not be permitted to accumulate on streets or sidewalks or washed into storm drains.
C. Use all means required to prevent the erosion of freshly graded areas during construction and until such time as proposed hard surfaces and landscaping have been constructed.
3.2 LAYOUT
A. Maintain all bench marks, control monuments and stakes. Protect from damage and dislocation.
B. If any discrepancies are found by the surveyor between the Drawings and actual site conditions, the City's Representative reserves the right to make minor adjustment in Work Specified as necessary to accomplish the intent of the Contract Documents without increased cost to the City.
3.3 FINISH LANDSCAPE GRADING
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Packet Pg. 1082 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 22 19 - 3 Finish Grading
A. Scarify or rototill to a 6” depth all planting areas prior to finish grade operations and work until uniform and free from large clods larger than one (1) inch in greatest dimension.
B. Finish grade shall conform, after compaction, to shapes, spot elevations and contours as indicated on Drawings, with uniform levels or slopes between finish elevations or between finish elevations and existing elevations.
C. Soil amendment and preparation shall comply with Section 32 90 00 Planting.
D. Spread excess soil material excavated from plant pits to establish subgrades in surrounding planting areas.
E. Top six (6) inches of all areas to be planted shall be free of stones, stumps or other deleterious matter one (1) inch in greatest dimension.
F. Compact soil in planting areas to 85% relative compaction in accordance with ASTM D1557-78.
G. Fine grade all planting areas to a smooth, loose and uniform surface. Eliminate uneven areas, ridges and depressions.
H. Shrub/ground cover planting areas shall be graded two and one-half (3-1/2) inches below adjacent paved areas, sidewalks, valve boxes, mow bands, drains, etc. in order to receive three (3) inch depth of mulch, establishing final grade one-half (1/2) inches below these surfaces.
I. Minor excess soil may be incorporated into planting areas to form minor berms not exceeding slopes of 12:1 without prior approval. Dispose of any unacceptable materials or excess soil legally at an offsite location at no additional expense to the owner.
3.4 OBSERVATION SCHEDULE
A. Normal progress observations shall be requested by the Contractor from the City’s Representative as per observations listed in Sections: 32 84 00 Planting Irrigation, and 32 90 00 Planting.
3.5 CLEAN UP
A. Remove all trash, excess soil, or rubbish from the property. All scars, ruts or other marks in the ground caused by this work shall be repaired and the ground left in a neat and orderly condition throughout the site.
B. The Contractor shall leave the site area broom-clean and shall wash down all paved areas within the Contract area, leaving the premises in a clean condition acceptable to the City's Representative.
END OF SECTION
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Packet Pg. 1083 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 23 33 - 1 Trenching and Backfilling
SECTION 31 23 33
TRENCHING AND BACKFILLING
PART 1 - GENERAL
1.1 DESCRIPTION
A. Work included: Trench, backfill, and compact as specified herein and as needed for installation of underground utilities associated with the Work.
B. Related work:
1. Section 01 57 23: Temporary Storm Water Pollution Control
2. Section 02 41 13: Selective Site Demolition
3. Section 31 10 00: Earthwork
4. Section 31 22 19: Finish Grading
5. Section 33 41 00: Storm Utility Drainage Piping
C. References:
1. California Department of Transportation Standard Specifications, current Edition
2. City of San Carlos Standard Specifications, Current Edition
1.2 QUALITY ASSURANCE
A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section.
B. Use equipment adequate in size, capacity, and numbers to accomplish the work of this Section in accordance with the established schedule.
C. Comply with requirements of governmental agencies having jurisdiction.
1.3 PRODUCT HANDLING
A. Comply with City of San Carlos General Conditions.
1.4 QUALITY ASSURANCE
A. Per Section 31 20 00 Earthwork
PART 2 - PRODUCTS
2.1 SOIL MATERIALS
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Packet Pg. 1084 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 23 33 - 2 Trenching and Backfilling
A. Backfill materials:
1. Provide soil materials free from organic matter and deleterious substances, containing no rocks or lumps over 3 inches in greatest dimension, and with not more than 15% of the rocks or lumps larger than 3 inches in their greatest dimension.
2. Fill material is subject to the approval of the City’s Representative, and is that material removed from excavations or imported from off-site borrow areas, predominantly non-expansive soil free from organics and other deleterious matter.
3. Do not permit materials having a dimension greater than 1 inch in the first 12 inches of fill.
4. Cohesionless material used for backfill: Provide sand free from organic material and other foreign matter, and as approved by the City’s Representative.
Cohensionless material is used for backfill, it must be separated form surrounding subgrade by a non-woven geotextile fabric equivalent to Mirafi 140N.
5. Where aggregate backfill is called for provide aggregate complying with requirements in Section 19-3 of the California Department of Transportation Standard Specification, current Edition.
2.2 OTHER MATERIALS
A. Provide other materials, not specifically described but required for a complete and proper installation, as selected by the Subcontractor subject to the approval of the City’s Representative.
PART 3 - EXECUTION
3.1 SURFACE CONDITIONS
A. Examine the areas and conditions under which work of this Section will be performed.
Correct conditions detrimental to timely and proper completion of the Work. Do not proceed until unsatisfactory conditions are corrected.
3.2 FINISH ELEVATIONS AND LINES
A. Comply with City of San Carlos General Conditions.
3.3 PROCEDURES
A. Utilities:
1. Unless shown to be removed, protect active utility lines shown on the drawings or otherwise made known to the Subcontractor prior to trenching. If damaged, repair or replace at no additional cost to the City.
2. If active utility lines are encountered, and are not shown on the Drawings or otherwise made known to the Subcontractor, promptly take necessary steps to assure that service is not interrupted.
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Packet Pg. 1085 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 23 33 - 3 Trenching and Backfilling
3. If service is interrupted as a result of work under this Section, immediately restore service by repairing the damaged utility at no additional cost to the City.
4. If existing utilities are found to interfere with the permanent facilities being constructed under this Section, immediately notify the City’s Representative and proceed as instructed.
5. Do not proceed with permanent relocation of utilities until written instructions are received from the City’s Representative.
6. Notify the City’s Representative not less than two days in advance if there are any proposed utility interruptions.
7. Do not proceed with utility interruptions without the City Representative’s written permission.
B. Protection of persons and property:
1. Barricade and maintain protection in open holes and depressions occurring as part of the Work, and post warning lights on property adjacent to or with public access.
2. Operate warning lights during hours from dusk to dawn each day and as otherwise required.
3. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, washout, and other hazards created by operations under this Section.
C. Dewatering:
1. Remove all water, including rain water, encountered during trench and substructure work to an approved location by pumps, drains, and other approved methods.
2. Keep trenches and site construction area free from water.
D. Use means necessary to prevent dust becoming a nuisance to the public, to neighbors, and to other work being performed on or near the site.
E. Maintain access to adjacent areas at all times.
3.4 TRENCHING
A. Provide sheeting and shoring necessary for protection of the Work and for the safety of personnel.
1. Prior to backfilling, remove all sheeting.
2. Do not permit sheeting to remain in the trenches except when, in the opinion of the City’s Representative, field conditions or the type of sheeting or methods of construction such as use of concrete bedding are such as to make removal of
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Packet Pg. 1086 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 23 33 - 4 Trenching and Backfilling
sheeting impracticable. In such cases, the City’s Representative may permit portions of sheeting to be cut off and remain in the trench.
B. Open cut:
1. Excavate for utilities by open cut.
2. If conditions at the site prevent such open cut, and if approved by the City’s Representative, tunneling may be used.
3. Short sections of a trench may be tunneled if, in the opinion of the City’s Representative, the conductor can be installed safely and backfill can be compacted properly into such tunnel.
4. Where it becomes necessary to excavate beyond the limits of normal excavation lines in order to remove boulders or other interfering objects, backfill the voids remaining after removal of the objects as directed by the City’s Representative.
5. When the void is below the subgrade for the utility bedding, use suitable earth materials and compact to the relative density as directed by the City’s Representative.
6. When the void is in the side of the utility trench or open cut, use suitable earth or sand compacted or consolidated as directed by the City’s Representative.
7. Remove boulders and other interfering objects, and backfill voids left by such removals, at no additional cost to the City’s Representative.
8. Excavating for appurtenances:
a. Excavate for maintenance holes and similar structures to a distance sufficient to leave at least 12 inches clear between outer surfaces and the embankment or shoring that may be used to hold and protect the banks. b. Over-depth excavation beyond such appurtenances that has not been directed will be considered unauthorized. Fill with sand, gravel, or lean concrete as directed by the City’s Representative, and at no additional cost to the City.
C. Trench to the minimum width necessary for proper installation of the utility, with sides as nearly vertical as possible. Accurately grade the bottom to provide uniform bearing for the utility.
D. Where trenching occurs in existing lawns, remove turf in sections and keep damp.
Replace turf upon completion of the backfilling.
E. Cover:
1. Provide minimum trench depth indicated below to maintain a minimum cover over the top of the installed item below the finish grade:
a. Areas subject to vehicular traffic:
i. Sanitary sewers: 36";
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Packet Pg. 1087 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 23 33 - 5 Trenching and Backfilling
ii. Storm drains: 24".
b. Areas not subject to vehicular traffic:
i. Sanitary sewers: 30";
ii. Storm drains: 24”, unless noted otherwise.
c. All areas:
i. Water lines: 30";
ii. Natural gas lines: 30";
iii. Electrical cables: 42";
iv. Electrical ducts: 36".
d. Concrete encased:
i. Pipe sleeves for water and gas lines: 24";
ii. Sanitary sewers and storm drains: 12";
iii. Electrical ducts: 24".
2. Where utilities are under a concrete structure slab or pavement, the minimum depth need only be sufficient to completely encase the conduit or pipe sleeve, and electrical long-radius rigid metal conduit riser, provided it will not interfere with the structural integrity of the slab or pavement.
3. Where the minimum cover is not provided, encase the pipes in concrete to 6 inches from outside diameter. Fill void between outside wall of utility and concrete with fine sand or other material approved by the City’s Representative.
Provide concrete with a minimum twenty-eight (28) day compressive strength of 3500 psi. Place warning tape on top of concrete cap longitudinally with the buried utility.
3.5 BEDDING
A. Provide bedding as indicated on the Drawings.
3.6 BACKFILLING
A. General:
1. Do not completely backfill trenches until required pressure and leakage tests have been performed, and until the utilities systems as installed conform to the requirements specified in the pertinent Sections of these Specifications.
2. Except as otherwise specified or directed for special conditions, backfill trenches to the ground surface with selected material approved by the City’s Representative.
3. Reopen trenches which have been improperly backfilled, to a depth as required for proper compaction. Refill and compact as specified, or otherwise correct to the approval of the City’s Representative.
4. Do not allow or cause any of the Work performed or installed to be covered up or enclosed by work of this Section prior to required inspections, tests, and approvals.
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Packet Pg. 1088 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 23 33 - 6 Trenching and Backfilling
5. Should any of the Work be so enclosed or covered up before it has been approved, uncover all such Work and, after approvals have been made, refill and compact as specified, all at no additional cost to the City of San Carlos.
B. Lower portion of trench:
1. Deposit approved backfill and bedding material in layers of 6 inch maximum thickness, and compact with suitable tampers to the density specified in Sections 31 20 00, to achieve suitable bedding (shading) of pipe.
2. Take special care in backfilling and bedding operations to not damage pipe.
C. Remainder of trench:
1. Except for special materials for pavements, backfill the remainder of the trench with material free from stones larger than 3 inches or 1/2 the layered thickness, whichever is smaller, in any dimension.
2. Deposit backfill material in layers not exceeding the thickness specified in Section 31 20 00.
3.7 COMPACTION
A. Compact each 6 inch layer of backfill material as specified in Section 31 20 00.
B. Adjacent to buildings: Mechanically compact backfill within ten feet of buildings.
C. Consolidation of backfill by jetting with water may be permitted, when specifically approved by the City’s Representative, in areas other than building and pavement areas.
3.8 TEST FOR DISPLACEMENT OF STORM AND SANITARY SEWERS
A. Check sewers and storm drains to determine whether displacement has occurred after the trench has been backfilled to above the pipe and has been compacted as specified.
B. Flash a light between maintenance holes or, if the maintenance holes have not yet been constructed, between the locations of the maintenance holes, by means of a flashlight or by reflecting sunlight with a mirror.
C. If the illuminated interior of the pipe line shows poor alignment, displaced pipes, or any other defects, correct the defects to the specified conditions and at no additional cost to the City.
3.9 FIELD QUALITY CONTROL
A. The City’s Representative will inspect and approve open cuts and trenches before installation of utilities, and will make the following tests:
1. Assure that trenches are not backfilled until all tests have been completed.
2. Check backfilling for proper layer thickness and compaction.
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Packet Pg. 1089 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
31 23 33 - 7 Trenching and Backfilling
3. Verify that compaction test results conform to the specified requirements, and that at each compacted initial and final backfill layer, at least one (1) test for each 200 feet or less of trench length, but no fewer than two (2) tests are performed.
4. Assure that defective work is removed and properly replaced.
B. The City’s Representative will inspect all storm and sanitary sewers for displacement after completion of grading work in the immediate area.
END OF SECTION
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Packet Pg. 1090 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 11 23 - 1 Aggregate Base Courses
SECTION 32 11 23
AGGREGATE BASE COURSES
PART 1 - GENERAL
1.1 SUMMARY
A. Section includes:
1. Aggregate base courses.
1.2 RELATED SECTIONS:
A. Section 32 13 13 Cast-In-Place Concrete
1.3 REFERENCES
A. American Association of State Highway and Transportation Officials:
1. AASHTO T180 - Standard Specification for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.
B. ASTM International:
1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
2. ASTM D1556 - Standard Test Method for Density of Soil in Place by the SandCone Method.
3. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (6,000 ft-lbf/ft3 (2,700 kN-m/m3)).
4. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method.
5. ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
6. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).
C. Caltrans Standard Specifications:
1. Standard Specifications of the State of California, Business and Transportation Agency, Department of Transportation, CALTRANS, latest edition.
1.4 QUALITY ASSURANCE
A. Provide source and gradation from current testing (less than four months from date submitted).
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Packet Pg. 1091 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 11 23 - 2 Aggregate Base Courses
B. from single source throughout the Work.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Coarse Aggregate Fill Type Class II: per Caltrans Standard Specifications.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify existing conditions before starting work.
B. Verify substrate is dry and has been inspected and verify gradients and elevations are correct.
3.2 PREPARATION
A. Correct irregularities in substrate gradient and elevation by scarifying, reshaping, and re-compacting.
B. Do not place aggregate on soft, muddy, or frozen surfaces.
3.3 AGGREGATE PLACEMENT
A. Spread aggregate over prepared substrate to the total compacted thickness as shown on the plans.
END OF SECTION
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Packet Pg. 1092 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 12 16 - 1 Asphalt Paving
SECTION 32 12 16
ASPHALT PAVING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Asphaltic concrete paving, wearing, binder and base course.
2. Surface sealer.
3. Aggregate subbase course.
1.2 REFERENCES
A. Asphalt Institute:
1. AI MS-2 - Mix Design Methods for Asphalt Concrete and Other Hot- Mix Types.
2. AI MS-19 - Basic Asphalt Emulsion Manual.
B. ASTM International:
1. ASTM D946 - Standard Specification for Penetration-Graded Asphalt Cement for Use in Pavement Construction.
2. ASTM D3381 - Standard Specification for Viscosity-Graded Asphalt Cement for Use in Pavement Construction.
C. Caltrans Standard Specifications:
1. Standard Specifications of the State of California, Business and Transportation Agency, Department of Transportation, CALTRANS, latest edition.
1.3 PERFORMANCE REQUIREMENTS
A. Paving: Designed in accordance with Caltrans Standard Specifications, Section 39.
1.4 SUBMITTALS
A. Product Data: Submit product information and mix design.
1.5 QUALITY ASSURANCE
A. Perform Work in accordance with Caltrans Standard Specifications, Section 39.
B. Mixing Plant: Conform to Caltrans Standard Specifications, Section 39.
C. Obtain materials from same source throughout.
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Packet Pg. 1093 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 12 16 - 2 Asphalt Paving
1.6 ENVIRONMENTAL REQUIREMENTS
A. Do not place asphalt when ambient air or base surface temperature is less than 40 degrees F, or surface is wet or frozen.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Asphalt Cement: In accordance with Caltrans Standard Specifications, Section 39.
B. Aggregate for Base Course Mix: In accordance with Caltrans Standard Specifications, Section 39.
C. Aggregate for Wearing Course Mix: In accordance with Caltrans Standard Specifications, Section 39.
D. Tack Coat: In accordance with Caltrans Standard Specifications.
E. Slurry Seal: In accordance with Caltrans Standard Specifications, Section 37-3.
F. Aggregate for Slurry Seal: In accordance with Caltrans Standard Specifications, Section 37-3.
2.2 ASPHALT PAVING MIX
A. Use dry material to avoid foaming. Mix uniformly.
B. Base Course: In accordance with Caltrans Standard Specifications, Section 39.
C. Wearing Course: In accordance with Caltrans Standard Specifications, Section 39.
2.3 SOURCE QUALITY CONTROL AND TESTS
A. Submit proposed mix design of each class of mix for review prior to beginning of Work.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify existing conditions before starting work.
B. Verify compacted subgrade subbase is dry and ready to support paving and imposed loads.
C. Verify gradients and elevations of base are correct.
D. Verify gutter drainage grilles and frames, manhole frames, and are installed in correct position and elevation.
3.2 SUBBASE
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Packet Pg. 1094 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 12 16 - 3 Asphalt Paving
A. Prepare subbase in accordance with Caltrans Standard Specifications, Section 39.
3.3 PREPARATION – SURFACE
A. Clean surface free of dirt, water, and debris.
B. Fill cracks greater than 1/8 inch.
C. Correct areas of subgrade failure.
3.4 PREPARATION - PRIMER
A. Apply primer in accordance with Caltrans Standard Specifications, Section 39.
3.5 PREPARATION - TACK COAT
A. Apply tack coat in accordance with Caltrans Standard Specifications.
3.6 PLACING ASPHALT PAVEMENT - SINGLE COURSE
A. Install Work in accordance with Caltrans Standard Specifications, Section 39.
B. Place asphalt within twenty-four hours of applying primer or tack coat.
C. Place asphalt wearing course as shown.
D. Compact pavement by rolling to specified density. Do not displace or extrude pavement from position. Hand compact in areas inaccessible to rolling equipment.
E. Perform rolling with consecutive passes to achieve even and smooth finish without roller marks.
3.7 PLACING ASPHALT PAVEMENT - DOUBLE COURSE
A. Place wearing course within twenty-four hours of placing and compacting binder course. When binder course is placed more than twenty-four hours before placing wearing course, clean surface and apply tack coat before placing wearing course.
B. Compact each course by rolling to specified density. Do not displace or extrude pavement from position. Hand compact in areas inaccessible to rolling equipment.
C. Perform rolling with consecutive passes to achieve even and smooth finish, without roller marks.
3.8 TOLERANCES
A. Flatness: Maximum variation of 1/4 inch measured with 10 foot straight edge.
B. Scheduled Compacted Thickness: Within 1/4 inch.
C. Variation from Indicated Elevation: Within 1/2 inch.
3.9 PROTECTION OF FINISHED WORK
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Packet Pg. 1095 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 12 16 - 4 Asphalt Paving
A. Immediately after placement, protect pavement from mechanical injury for 48 hours or until surface temperature is less than 140 degrees F.
END OF SECTION
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Packet Pg. 1096 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 13 13 - 1 Cast-In-Place Concrete
SECTION 32 13 13
CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 SUMMARY
A. This Section includes site concrete, including but not limited to pavements, walls, footings and sub slabs.
B. Provide all labor, materials, equipment, and services to complete the work as indicated on the drawings, and in accordance with these specifications. Work includes but is not limited to the following:
1. Concrete formwork
2. Concrete reinforcement
3. Cast-in-place concrete items:
4. Concrete paving, sidewalks, ramps, pads, curbs, mow bands, etc.
5. Miscellaneous concrete.
6. All imbeds including anchor bolts, tiedowns, hold downs with bolts, straps, and sleeves.
C. Related Sections
1. Section 12 93 00 Site Furnishings
2. Section 32 84 00 Landscape Irrigation
1.2 REFERENCES
A. Caltrans Standard Specifications - Standard Specifications of the State of California, Business and Transportation Agency, Department of Transportation (Caltrans), latest edition.
B. ASTM - American Society for Testing and Materials
C. ACI - American Concrete Institute, Manual of Concrete Practice.
D. CBC – California Building Code
1.3 DEFINITIONS
A. Percent Compaction: ASTM D1557, percentage as shown on the Drawings of the maximum in-place dry density of the same material.
1.4 SUBMITTALS
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Packet Pg. 1097 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 13 13 - 2 Cast-In-Place Concrete
A. Conform to the requirements Section 5.6 of the General Conditions.
B. Shop Drawings for Reinforcement: Submit shop drawings for fabrication, bending and placement of concrete reinforcement. Comply with ACI 315 "Manual of Standard Practice for Detailing Reinforced Concrete Structures" showing bar schedules, stirrup spacing, diagrams of bent bars and arrangement of concrete reinforcement. Include special reinforcement required at openings through concrete structures.
C. Concrete Design Mixes:
1. The preparation of design mixes will be the responsibility of the Contractor. Mix designs may be prepared by the supplier and shall be certified by a Civil Engineer registered in California. Mix designs will be designed by the supplier and approved by the City’s Representative.
2. Written reports will be submitted to the City’s Representative of each proposed mix for review. Do not begin concrete production until mixes have been reviewed by the City’s Representative.
3. Adjustment of Concrete Mixes: Mix design adjustments may be requested by the Contractor when characteristics of materials, job conditions, weather, test results and other circumstances warrant; at no additional cost to the City and as accepted by the City’s Representative. Provide submittals as in A above. Submit adjustment designs a minimum of 48 hours ahead of schedule for concrete production.
D. Product Data: Manufacturers' current catalog cuts and specifications for the following:
1. Expansion joint filler, sealant, backer rod and bond breaker, including manufacturer’s standard color chart for sealant
2. Air-entrainment.
3. Curing Compound.
4. Fly Ash or Slag
5. MDO plywood made for forming
E. Samples:
1. MDO plywood made for forming, one 6”x 6” piece
F. Certificates:
1. Reinforcing Steel: Certificate of compliance
2. Concrete Mix Design: Ticket for each batch delivered showing the following: Mix identification, weight of cement, aggregate, water, and admixtures, aggregate sizes/proportion, and air entrainment.
1.5 QUALITY ASSURANCE
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Packet Pg. 1098 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 13 13 - 3 Cast-In-Place Concrete
A. Comply with American Society for Testing Materials (ASTM) A-615 "Standard Specifications for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement," and "Manual of Standard Practice for Detailing Reinforced Concrete Structures," publication American Concrete Institute (ACI) 315-65 of the American Concrete Institute.
B. Comply with all pertinent recommendations contained in ACI, "Recommended Practice of Concrete Formwork, ACI-347", and Section 2606, 1997 California Building Code (CBC).
C. Construct forms to sizes, shapes, lines and dimensions indicated on Drawings, and to obtain accurate alignment, location, grades, level and plumb work in finished structures. Provide for openings, offsets, sinkages, keyways, recesses, reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features required in Work. Use selected materials to obtain required finish. Solidly butt joints and provide back-up at joints to prevent leakage of cement paste.
D. Provide complete forms of such strength and construction as to prevent any spread, shifting, or settling when concrete is deposited, and tight enough to avoid any leakage or washing out of cement mortar.
E. Provide at least one person who shall be present at all times during execution of this portion of the Work and who shall be thoroughly trained and experienced in placing the types of concrete specified and who shall direct all Work performed under this Section. For finishing of exposed surfaces of the concrete, use only thoroughly trained and experienced journeymen concrete finishers.
F. Conform to Section 90 of the Caltrans Standard Specifications.
G. The Contractor shall contact City’s Representative of any discrepancies between field conditions and plans prior to proceeding with Work. The written dimension on Drawings shall supersede the graphic presentation. Dimensions are from back of curb, center line, base lines or as noted on the plans. All field adjustments must be approved by City’s Representative prior to installation.
H. All walks and curbs shall be established in the field for review and approval prior to concrete pours. The Contractor shall layout the area or form work for review by City’s Representative. If approval is not obtained, the Contractor is responsible for removal of any unauthorized field adjustments.
I. Transitions of curves to other curves, and curves to straight line tangents, shall be smooth and continuous.
J. Place expansion joint and score joints as shown on plan. Adjustments in the field shall be made only with the approval of City’s Representative.
K. Where new concrete paving is placed adjacent to curbs or existing concrete paving, a construction joint (cold joint) shall be provided between the new concrete paving and curbs or existing concrete paving.
L. Sleeving shall be coordinated with concrete work. Refer to plans for sleeving locations.
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Packet Pg. 1099 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 13 13 - 4 Cast-In-Place Concrete
M. The Contractor shall be responsible for repairing, at no additional cost to City, any disturbed existing landscape designated to remain which resulted from construction of this project.
N. Some materials may require a several week order lead time. Contractor is responsible for determining any and all ordering lead times, and providing required materials at the project site in a timely manner. No unapproved substitutions will be allowed.
Contact City’s Representative immediately if a specified material is not available.
O. Mock-ups:
1. One 4 foot square mock up for all poured in place finishes, including concrete paving and vertical walls, as shown on the drawings. Mock-ups shall also include finish, jointing, thickness, and edging.
2. Mock-ups shall be reviewed and approved by the City’s Representative prior to commencing full work. Approved mock-up shall serve as a standard of quality for judging the acceptance of paving on the Project and if approved, may remain as part of the finished work.
P. Lines and Levels: To be established by a licensed Surveyor or registered Civil Engineer.
Q. Mix Standards: Conform to the ACI Manual and the Portland Cement Association's "Design and Control of Concrete Mixes".
R. Design of Concrete Mix: Employ approved commercial testing laboratory to design concrete mixes as follows:
Item
Minimum
Cement
Content
28-Day
Minimum
Strength
Maximu
m
Slump
Aggregate
Size
Maximum
Water /
Cement
Ratio
Curbs and
Footings 517 lb/cu. yd 3,000 PSI 4 in. ¾ in 0.55
Exterior
Walkways 517 lb/cu. yd 3,000 PSI 4 in. ¾ in 0.45
Walls and
Paving 564 lb/cu yd. 4,000 PSI 4 in. ¾ in 0.45
S. Fly Ash:
1. Source Control: The following sources of ash are not to be used:
a. Ash from a peaking plant instead of a base loaded plant. b. Ash from plants burning different coals or blends of coal. c. Ash from plants burning other fuels (wood chips, tires, trash) blended with coal.
d. Ash from plants using oil as a supplementary fuel.
e. Ash from plants using precipitator additives, such as ammonia. f. Ash from start-up or shut-down phases of operation.
g. Ash from plants not operating at a "steady state."
h. Ash that is handled and stored using a wet system.
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Packet Pg. 1100 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 13 13 - 5 Cast-In-Place Concrete
2. Fly ash used in concrete should be as consistent and uniform as possible. Fly ash to be used in concrete should be monitored by a quality assurance/quality control (QA/QC) program that complies with the recommended procedures in ASTM C311.(6) These procedures establish standards for methods of sampling and frequency of performing tests for fineness, loss on ignition (LOI), specific gravity, and pozzolanic activity such that the consistency of a fly ash source can be certified.
1.6 QUALIFICATION OF INSTALLER
A. Installer shall be thoroughly trained and experienced in the skills required, and shall be completely familiar with the products and their installation as specified on the Drawings and in this Section. Installer shall be present at all times during progress of Work of this Section and shall direct all Work performed.
1.7 DELIVERY, STORAGE, AND HANDLING
A. Delivered Mixes: Coordinate delivery so that mixes may be immediately poured upon arrival at site.
B. Components and Accessories:
1. Fittings and Reinforcements: Protect from rust, soil and oil contamination at all times. Store on pallets above ground.
2. Templates: Protect from damage. Test accuracy prior to each use.
1.8 SEQUENCING AND SCHEDULING
A. Coordination: Coordinate all items of other trades to be furnished and set in place.
Coordinate proper installation of all accessories embedded in the concrete and for the provision of holes, openings, etc., necessary to the execution of the work of the trades in ample time that progress of the work is not delayed.
1.9 JOB CONDITIONS
A. Cold-Weather Placement: comply with provisions of ACI 306 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures.
B. When air temperature has fallen to or is expected to fall below 40 deg F (4 deg C), uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 deg F (10 deg C) and not more than 80 deg F (27 deg C) at point of placement.
1. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials.
2. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators.
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Packet Pg. 1101 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 13 13 - 6 Cast-In-Place Concrete
C. Hot-Weather Placement: When hot weather conditions exist that would impair quality and strength of concrete, place concrete complying with ACI 305 and as specified.
1. Cool ingredients before mixing to maintain concrete temperature at time of placement to below 90 deg F (32 deg C). Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor’s option.
2. Cover reinforcing steel with water-soaked burlap if it becomes too hot, so that steel temperature will not exceed the ambient air temperature immediately before embedding in concrete.
3. Fog spray form, reinforcing steel, and subgrade just before placing concrete.
Keep subgrade moisture uniform without puddles or dry areas.
1.10 COORDINATION
A. Secure all pipe sleeves, anchors and bolts, including those for angle frames, inserts, ties and other materials in connection with concrete construction, in position before concrete is placed.
B. Obtain information and instructions from other Trades and suppliers in ample time to schedule and coordinate the installation of items furnished by them to be embedded in concrete so provisions for their work can be made without delaying the project.
1.11 FORM CONSTRUCTION TOLERANCES
A. Set form to required grades and lines, rigidly braced and secured. Install sufficient quantity of forms to allow continuous progress of Work so that forms can remain in place for twenty-four hours after concrete placement.
B. Check completed formwork for grade and alignment to following tolerances:
C. Top of forms not more than one-eighth inch in ten feet vertical elevation.
D. Vertical face on longitudinal axis not more than one-fourth inch in ten feet horizontal width.
E. Circular or curved formwork shall be continuous, complete radii as indicated on Drawings. No straight segments in circular/curved formwork shall be accepted.
1.12 TESTS AND OBSERVATIONS
A. The following tests shall be made by a testing laboratory or by a certified Special Inspector as approved by the City. Costs for testing shall be borne by the Contractor.
Special inspections for Concrete Construction shall be in accordance with Section 1704.4 and Table 1704.4 of the 2010 CBC and as noted below:
1. Compaction testing of aggregate base, one test for each area of work, or as determined by the City’s Inspector.
2. Periodic Inspection of reinforcing steel and placement.
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Packet Pg. 1102 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 13 13 - 7 Cast-In-Place Concrete
3. Cement: Mill analysis and test reports by supplier certifying cement conforms to Specifications is acceptable in lieu of tests at the discretion of City’s Representative.
4. Provide free access to Work and cooperate with testing laboratory.
5. Submit proposed mix design of each class of concrete to inspection and testing firm for review prior to commencement of Work.
6. Concrete Inspections:
a. Continuous Placement Inspection: Inspect for proper installation procedures. b. Periodic Curing Inspection: Inspect for specified curing temperature and procedures.
7. Strength Test Samples:
a. Sampling Procedures: ASTM C172.
b. Cylinder Molding and Curing Procedures: ASTM C31, cylinder specimens.
8. Concrete cylinders: Make and cure in accordance with ASTM C31. a. Record shall be made of the time cylinders were made and of locations of concrete from which the cylinders were taken.
b. Three identical cylinders shall be taken from each pour of 25 cubic yards or part thereof, being placed each day.
c. When volume of concrete for any class of concrete would provide less than 5 sets of cylinders, take samples from five randomly selected batches, or from every batch when less than 5 batches are used.
d. Make one additional cylinder during cold weather concreting, and field cure.
9. Field Testing:
a. Slump Test Method: ASTM C143.
b. Air Content Test Method: ASTM C173.
c. Temperature Test Method: ASTM C1064.
d. Measure slump and temperature for each compressive strength concrete sample.
e. Measure air content in air entrained concrete for each compressive strength concrete sample.
10. Cylinder Compressive Strength Testing:
a. Test Method: ASTM C39.
b. Test Acceptance: In accordance with ACI 318.
c. Test one cylinder at 7 days.
d. Test two cylinders at 28 days.
11. Maintain records of concrete placement. Record date, location, quantity, air temperature and test samples taken.
12. Should tests show that concrete is below specified strength; the Contractor shall remove all such concrete. Full cost of removal of inferior concrete, its replacement with concrete of proper specified strength and testing shall be borne by the Contractor.
1.13 CODES AND STANDARDS
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A. ACI 301 "Structural Concrete for Building"
B. ACE 305 “Recommended Practice for Hot Weather Concreting” C. ACI 306 “Recommended Practice for Cold Weather Concreting”.
D. ACI 308 “Curing Concrete”
E. ACI 309 “Recommended Practice for Consolidation of Concrete” F. ACI 318 "Building Code Requirements for Reinforced Concrete".
G. ACI 347 “Recommended Practice for Concrete Formwork”.
H. ACI 605 “Recommended Practice for Hot Weather Concreting”.
I. ACI 614 "Recommended Practice for Measuring, Mixing, and Placing Concrete".
J. ASTM C31 “Practices for Making and Curing Concrete Test Specimens in the Field”.
K. ASTM C33-86 "Specifications for Concrete Aggregate".
L. ASTM C94-89 "Specifications for Ready Mixed Concrete".
M. ASTM C143 “Test Method for Slump Portland Cement Concrete”.
N. ASTM C150 “Portland Cement”.
O. ASTM C309 “Specifications for Liquid Membrane-forming Compounds for Curing Concrete”.
P. Western Concrete Reinforce Steel Institute (WCRSI) "Manual of Standard Practice".
Q. California Building Code (CBC), latest edition.
R. Section 90 of the Caltrans Standard Specifications.
S. Where provisions of pertinent codes and standards conflict with this Specification, the more stringent provisions shall govern.
PART 2 - PRODUCTS
2.1 CONCRETE REINFORCEMENT
A. Reinforcing Bars: Deformed Billet Steel Bars, ASTM A-615, Grade 40 or 60, containing a minimum of 70% total recycled content, clean and free from rust, scale, or coating that will reduce bond.
B. Smooth Dowels for Joints: ASTM A615, Grade 40 smooth, billet-steel bars, shop painted with iron-oxide zinc-chromate primer.
C. Welded Wire Mesh: ASTM A-185 plain type and uncoated finish.
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2.2 CONCRETE
A. Concrete Mix:
1. Ready-mixed concrete in accordance with ASTM C-94 and with aggregates comply with ASTM C-33 and Portland Cement ASTM C-150, Type II.
2. All mixes shall conform to applicable building code requirements listed herein or on the Drawings. All mix designs shall be submitted to the City’s Representative for approval before being used. Mix design shall show proportions of cement, fine and coarse aggregate, and water and graduation of combined aggregates.
Calcium chloride shall not be added at any mix.
3. Concrete shall be Class B per Caltrans Standards.
4. Cement: All cement shall be Portland cement Type II, and shall be the product of one manufacturer. The temperature of cement delivered to the plant shall not exceed 150 degrees Fahrenheit.
5. Aggregates
a. Coarse aggregate shall have a minimum cleanliness value of 75. b. Fine aggregate shall have a minimum of sand equivalent of 75. c. Any suitable individual grading of coarse aggregates may be used.
6. Water: All water shall be clean and free from deleterious matter.
7. Admixture: No admixture of any type shall be used without prior approval of the City’s Representative.
8. Concrete shall be as specified: Class B
a. 28-Day Minimum Strength: Refer to Table in Paragraph 1.5(R) above b. Concrete slump: Refer to Table in Paragraph 1.5(R) above c. Air Content: No air entrainment
B. Fly Ash: Pozzolanic admixtures, conforming to ASTM C618, Class C, with weight loss of ignition limited to not exceed 3 percent shall be used in mix designs to replace Portland Cement up to 15% by weight, unless noted otherwise on drawings.
1. Reference: ACI 211.4R-93.
C. Aggregate base for on-grade slabs:
1. As specified in the Standard Specifications of the State of California, Department of Transportation, Section 26, for “Class 2”
D. Water: Clean, potable (domestic) free from injurious amounts of salts, oils, acids, alkalis, organic materials or other deleterious matter. Available from source determined by City’s Representative.
E. Air Entrainment: ASTM C260.
F. Admixtures: Admixtures containing chlorides are not permitted. All admixtures shall be mixed in accordance with manufacture’s written recommendations.
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2.3 ACCESSORIES
A. Tie Wires: Black annealed, ASTM A-82, minimum 16 gauge.
B. Chains, Bolsters, Bar supports, Spacers: Sized and shaped for strength and support of reinforcement during installation and placement of concrete.
C. Stirrup Steel: ASTM A-82.
D. Snap Ties: Snap-off metal of fixed length capable of leaving no metal within one and one-half (1 1/2) inches of surface nor causing fractures, spall or other defects larger than one (1) inch in diameter.
E. Expansion Joint Materials:
1. Premolded Joint Filler: ASTM D1751, non-extruding and bituminous type resilient filler, compatible with sealant, and having a "guide strip" removable depth gauge.
2. Joint Sealant: ASTM C290, non-snag sealant "Dynatred" by Pecora Corporation, [214] 278-8158 or "Sonolastic Sealant Two-Part" by Sonneborn, [415] 889-9899, or equal.
a. Color shall be selected by the City’s Representative from the manufacturer’s full color selection.
3. Bond Breaker: Pressure-sensitive tape as recommended by sealant manufacturer to suit application.
F. Forms:
1. Steel or wood of size and strength to resist movement during concrete placement and to retain horizontal and vertical alignment until removal.
2. Use forms that are straight and free of distortions and defects.
3. Use flexible spring forms or laminated boards to form radius bends as required.
G. Form Release Agent: Colorless non-staining, free from oils. Chemical agent shall not impair bonding of paint or other proposed coatings.
H. Form-Facing Materials:
1. All Surfaces: of sufficient strength to hold concrete properly in place and prevent leakage of water from forms.
2. Exposed Surfaces: Matte finish, coated, medium density overlay plywood made for forming. No wood-textured finish will be permitted on exposed concrete unless specified as such.
I. Wood Headers:
1. Wood: Construction Heart grade rough Redwood header and stake or pressuretreated rough Douglas Fir stake.
2. Nails: Hot-dipped galvanized.
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J. Curing Compound: ASTM C309, Type I-D, Class A. (omit where surface retardants are specified)
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verification of Conditions: Verify that subgrade preparation for concrete paving has been completed prior to commencement of work.
B. Surface Drainage:
1. Report in writing conflicts discovered on the site or prior work, which would prevent positive drainage. Correct prior to performing concrete work.
2. Do not permit finished paving surfaces to vary more than 1/4 in. measured with a 10 ft. metal straightedge, except at grade changes. No "birdbaths" or other surface irregularities will be permitted. Properly correct irregularities.
3.2 PREPARATION
A. Templates: Use templates for all anchor plates, bolts, inserts and other items embedded in concrete. Accurately secure so that they will not be displaced during placing of concrete.
B. Piping and Conduit: Do not embed piping, other than electrical conduit, in structural concrete. Locate conduit to maintain strength of structures at maximum. Verify size, length and location of electrical conduit.
C. Aggregate Base Course: Compact base course to thicknesses and relative compaction shown on Drawings.
3.3 CONCRETE REINFORCEMENT PLACEMENT
A. Fabricate reinforcement in accordance with ACI-315, providing a minimum concrete cover of three inches or as specified in UBC, latest edition.
B. Place all reinforcement in the exact position shown on the Drawings and secure in position during the placing and compacting of concrete. Wire bars together with No.16 gauge wire with ties at all intersections except where spacing is less than twelve inches in each direction, in which case tie alternate intersections.
C. Place all sleeves, inserts, anchors and embedded items required for adjoining work or for its support prior to concreting. Fill voids in embedded items temporarily with readily removable material to prevent entry of concrete.
D. Give all contractors and subcontractors whose work is related to concrete or supported by it, ample notice and opportunity to introduce and/or furnish embedded items before concrete placement.
E. Verify that concrete reinforcement may be installed in strict accordance with all pertinent codes and regulations, the Shop Drawings and the original design.
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F. Verify score joints in sidewalk slabs are constructed at 5-foot maximum intervals.
G. Bending:
1. Fabricate all reinforcement in strict accordance with the reviewed Shop Drawings.
2. Do not use bars with kinks or bends not indicated on the Drawings or on the reviewed Shop Drawings.
3. Do not bend or straighten steel in a manner that will injure the material.
4. Bend all bars cold.
5. Make all bends for other bars, including hooks, around a pin having diameter not less than six times the minimum thickness of the bar for number 8 and smaller and eight times the thickness for number 9 and larger.
H. Before the start of concrete placement, accurately place all concrete reinforcement, positively securing and supporting by concrete blocks, metal chairs or spacer, or by metal hangers.
I. Clearance:
1. Preserve clear space between bars of not less than one time the normal diameter of round bars.
2. In no case let the clear distance be less than 1 inch or less than 1-1/3 times the maximum size of aggregate.
3. Provide the following minimum concrete covering of reinforcement:
4. Concrete below ground deposited against forms: 3 inches.
5. Concrete deposited against earth: 3 inches.
6. Concrete elsewhere: as indicated on Drawings.
J. Splicing:
1. Horizontal bars:
2. Place bars in horizontal members with minimum laps at splices sufficient to develop the strength of the bars. Splice 40 bar diameters minimum.
3. Bars may be wired together at laps.
4. Wherever possible, stagger the splices of adjacent bars.
5. Wire fabric: Make all splices in wire fabric at least 1-1/2 meshes wide.
6. Other splices: Make only those other splices that are indicated on the approved Shop Drawings or specifically approved by City’s Representative.
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K. Dowels/Anchor Bolts: Place all required steel dowels/anchor bolts and securely anchor them into position before the concrete is placed. Bending the dowels after placement of concrete will not be permitted.
L. Obstruction: In the event conduits, piping, inserts, sleeves, or any other items interfere with placing reinforcement as indicated on the Drawings, or as otherwise required, immediately consult City’s Representative and obtain review of new procedure before placing concrete.
3.4 CONCRETE FORMWORK CONSTRUCTION
A. Construct support, brace and maintain formwork to support vertical and lateral loads that might be applied until such loads can be supported by concrete.
B. Contractor assumes full responsibility in the removal of forms. The length of time forms must remain in place depends on the rate of time required for concrete to obtain a proper strength. Remove forms after the concrete is sufficiently hard to prevent damage to concrete.
C. Circular or curved formwork shall be continuous, complete radii as indicated on Drawings. No straight segments in circular/curved formwork shall be accepted.
D. Reuse of Forms:
1. Do not reuse forms if there is any evidence of surface wear or defect which would impair quality of surface.
2. Thoroughly clean and properly coat forms before reuse.
3.5 INSTALLATION
A. Notification: Notify the City’s Representative at least 48 hours before placing concrete.
B. Placing Concrete:
1. Unless otherwise indicated or required by the Drawings, concrete paving shall be placed on compacted subgrade to thicknesses indicated on the Drawings to 95 percent compaction.
2. Place concrete in accordance with ACI-304 and Section 2605 of the California Building Code. Immediately after depositing, compact concrete thoroughly by mechanical vibration. No vibrating of form is allowed. Mixing shall be continuous, with no interruptions from the time the truck is filled until the time it is emptied. Concrete shall be placed within one and a half hours from the time water is first added.
3. Insure anchors, seats, plates, and other items to be cast into concrete are placed, held securely and will not cause hardship in placing concrete.
4. Insure reinforcement, inserts, embedded parts, etc. are not disturbed during concrete placement.
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5. Pour concrete continuously between predetermined construction and control joints. Do not break or interrupt successive pours such that cold joints occur, unless otherwise indicated on the Drawings.
6. Lines and Grades: Elevations requiring accurate placement shall be set by a competent instrument man, using a professional type instrument.
7. For all concrete placed on soil, the subgrade shall be wet and compacted prior to placing.
8. Before placing concrete mixing, conveying and finishing equipment, forms and reinforcing shall be well-cleaned. Wet form before placing concrete, unless oiled forms are used.
3.6 CURING AND PROTECTION
A. Beginning immediately after placement, protect concrete from premature drying, from excessively hot or cold temperatures, and from mechanical injury. Maintain concrete with minimal moisture loss at relatively constant temperature for a period necessary for hydration of cement and hardening of concrete. In hot, dry and windy weather protect concrete from rapid moisture loss before and during finishing operations with an evaporation – control material. Apply according to manufacturer’s instruction.
B. As soon as building flat work has hardened sufficiently to prevent injury to finish, apply an approved concrete curing agent in accordance with the manufacturer's recommendation.
C. Start initial curing as soon as free water has disappeared from concrete surface after placing and finishing. Keep continuously moist for not less than seven (7) days.
D. Excessive cracking as determined by the City’s Representative which is aesthetically unacceptable or which will result in premature disintegration of paving shall result in replacement of concrete.
E. Removal of Forms: Remove no sooner than at seven days after each pour.
F. Conform to all applicable requirements for curing and protection of concrete, Sections 90-7 and 90-8 of the Caltrans Standard Specifications.
G. Spraying: Spray concrete during the curing period as frequently as drying conditions may require.
H. Curing: Cure concrete in accordance with the ACI Manual of Concrete Practice. During curing period, maintain concrete above 70 degrees F. for at least 3 days or above 50 degrees F. for at least 5 days.
I. Damage and Defacement: Protect all concrete work against damage and defacement during subsequent construction operations until final acceptance.
3.7 CLEANING AND PATCHING
A. Removal: Remove all projecting fins, bolts, wire, nails, etc., not necessary for the work, or cut them back 1 in. from the surface and patch in an inconspicuous manner.
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B. Snap Ties: Immediately after removal of forms, cut off snap ties extending from the face of concrete to at least 1 in. deep in the concrete. Fill or plug as detailed in Drawings.
C. Voids: Fill holes with a 1:3 cement/sand mortar with the same color as the adjoining concrete. Mix and place the mortar as dry as possible and finish flush with the adjacent surface.
D. Corrective Patching: Correct all defects in concrete work. Chip all voids to a depth of at least 1 in. with the edges perpendicular to the surface and parallel to form markings. Fill all voids, surface irregularities, or honeycombing by patching or rubbing. Ensure that all concrete surfaces so repaired duplicate the appearance of the unpatched work.
E. Finishing: Work finish surface texture as specified below.
3.8 FINISHES
A. Light Broom Finish:
1. Floating: Float surface once it has sufficiently stiffened. Check planeness of surface with a 10 ft. straightedge in all directions. Cut down high spots and fill lows.
Immediately refloat to a uniform non-directional sandy texture.
2. Obtain by drawing a stiff bristled broom across a floated finish.
3. Direction of brooming to be perpendicular to direction of paving.
3.9 JOINTS
A. Construction Joints:
1. Locate and install joints as indicated on the Drawings so they do not impair strength or appearance of slab.
2. All joints and other edges shall be formed in the fresh concrete using an edging tool to provide a smooth uniform impression.
B. Score Joints:
1. Locate and install joints as indicated on the Drawings so they do not impair strength or appearance of slab.
2. Score joints shall be formed in the fresh concrete using a jointer to cut the groove so that a smooth uniform impression is obtained. All joints shall be struck before and after sandblast.
3. Locate and form joints with 1/4 inch radius edges and 1 inch to 1-1/4 inch deep score at the location as shown on the Drawings.
4. All joints and other edges shall be formed in the fresh concrete using an edging tool to provide a smooth uniform impression.
C. Expansion Joints:
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1. Locate and install joints as indicated on the Drawings so they do not impair strength or appearance of slab.
2. Expansion joints shall be provided at the location and 40-foot maximum intervals as shown on the plans, and at all locations where concrete paving abuts buildings, curbs or other proposed or existing structures. Install as per detail on the Drawings.
3. All joints and other edges shall be formed in the fresh concrete using an edging tool to provide a smooth uniform impression.
4. Install backer-rod and joint sealant as indicated on the Drawings.
5. Sealing of Expansion Joints: After the curing period, strip out all depth gauge strips and carefully clean expansion joints. Fill with joint compound as shown on Drawings. Avoid spilling compound on paved surfaces or overflowing from joint.
6. Protect expansion joints from damage until placement of filler or caulk.
3.10 FIELD QUALITY CONTROL
A. Samples: Contractor shall coordinate with the City to select a qualified testing laboratory to take samples for testing during the course of the work as described in the General Conditions.
B. Field inspection and testing will be performed by a qualified testing laboratory in accordance with ACI 318 and shall conform to the General Conditions.
C. Cost of Testing: Contractor shall be responsible for costs associated with testing.
D. Rejected Materials: Remove off the site all concrete below specified strength.
E. Cost of Removal and Retesting: Contractor shall be responsible for costs associated with removal and costs associated with retesting.
F. Defective Work: Remove in its entirety and replace all defective concrete work which after corrective patching, rubbing, etc., fails to duplicate the appearance of unpatched work and/or conform to the standards set forth in these Specifications.
G. Observe formwork continuously while concrete is being placed to see that there are no deviations from desired elevation, alignment, plumbness or camber.
H. If during construction any weakness develops and falsework shows undue settlement or discoloration, stop work, remove affected construction if permanently damaged, and strengthen falsework.
END OF SECTION
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Packet Pg. 1112 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
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SECTION 32 14 13
PAVERS
PART 1 - GENERAL
1.1 SUMMARY
A. Work consists of furnishing and construction of an Interlocking Concrete Pavement System in accordance with these specifications and in reasonably close conformity with the lines, grades, design, and dimensions shown on the plans.
B. Installation work includes:
Verifying Subgrade is to the lines, grades and density shown on the construction drawings;
Furnishing and installing Geotextile (where required), Base Course, Bedding Course, Edge Restraint, Pavers and Joint Filling Sand to the lines and grades shown on the construction drawings.
1.2 RELATED SECTIONS
A. Section 31 20 00 Earthwork
B. Section 31 22 19 Finish Grading
C. Section 31 23 33 Trenching and Backfilling
D. Section 32 11 23 Aggregate Base Courses
E. Section 32 13 13 Cast-In-Place Concrete
1.3 REFERENCES
A. American Society for Testing and Materials (ASTM)
1. ASTM C-33 Concrete Aggregates
2. ASTM C-94 Standard Specification for Ready Mixed Concrete
3. ASTM C-131 Resistance to Degradation of Small-Sized Course Aggregate by Abrasion and Impact in the Los Angeles Machine
4. ASTM C-136 Sieve Analysis of Fine and Course Grained Aggregates
5. ASTM C-140 Sampling and Testing Concrete Masonry Units and Related Units
6. ASTM C-144 Aggregate for Masonry Mortar
7. ASTM C-936 Solid Concrete Interlocking Paving Units
8. ASTM C-979 Pigments for Integrally Colored Concrete
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9. ASTM C-1645 Freeze-thaw and De-icing Salt Durability of Solid Interlocking Paving Units
10. ASTM D-698 Laboratory Compaction Characteristics of Soil Using Standard Effort
11. ASTM D-1557 Laboratory Compaction Characteristics of Soil Using Modified Effort
12. ASTM D-1883 CBR (California Bearing Ratio) of Laboratory Compacted Soils
13. ASTM D-2488 Description and Identification of Soils (Visual-Manual Procedure)
14. ASTM D-4873 Identification, Storage and Handling of Geosynthetic Rolls and Samples
15. ASTM D-7428 Resistance of Fine Aggregates to Degradation by Abrasion in the Micro-Deval Apparatus
1.4 SUBMITTALS
A. Contractor shall submit to the owner for approval, and retain for the balance of the project, a minimum of two full size samples of each Paver type/size/thickness/color/finish specified; the samples shall represent the range of shape, texture and color permitted for the respective type. Color(s) will be selected by the Landscape Architect/Owner from Manufacturer’s standard colors.
B. Prior to delivery of the associated material to the site, the Contractor shall submit the following product specific documentation for approval:
1. Aggregates
a. Sieve analysis per ASTM C-136
b. Durability of aggregates using Micro Deval Degradation using ASTM D6928. c. Percentage of angular and sub-angular particles per ASTM D-2488.
2. Pavers
a. Test results from an independent testing laboratory for compliance to ASTM C-936 or other applicable requirements.
b. Warranty documentation
c. Close out Operations and Maintenance program.
d. Material Safety Data Sheets
3. Geotextiles
a. One 18 inch x 18 inch panel of each Geotextile material for inspection and testing. The sample panels shall be uniformly rolled and shall be wrapped in plastic to protect the material from moisture and damage during shipment. Samples shall be externally tagged for easy identification.
External identification shall include: name of manufacturer; product type; product grade; lot number; and physical dimensions.
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b. Material Safety Data Sheets.
4. Written Method Statement and Quality Control Plan that describes material staging and flow, paving direction and installation procedures, including representative reporting forms that ensure conformance to the project specifications.
1.5 QUALITY ASSURANCE
A. Contractor shall submit a list of five (5) previously constructed projects of similar size and magnitude prior to bid date to be qualified. Contact names and telephone numbers shall be listed for each project with date of completion.
B. At a minimum, the Contractor’s Site Foreman shall hold current Basic Level Certificate from the Interlocking Concrete Pavement Institute (ICPI) contractor certification program. The Site Foreman is expected to be onsite for the entire installation.
C. Contractor shall conform to all local, state/provincial licensing and bonding requirements.
D. Contractor will hold a mandatory pre-construction meeting with Design Engineer, Owner, and affected sub-trades accessing the paver work area to review method statement and quality control plan and communicate to all parties a work flow that is most desirable to meet the construction schedule as set forth by the General Contractor. Additional details of Pre-Construction meeting are outlined in Article 3.01.
1.6 MOCK-UPS
A. Install a 5 ft x 5 ft paver area following the installation practices described in Article
3.02. B. This area will be used to verify: surcharge of the Bedding Course; joint sizes; lines; laying pattern(s); color(s); and, texture of the job.
C. To provide a proper representation of color blend, a minimum of 3 cubes for manual installation, and 6 cubes for mechanical installation, will be pulled from.
D. This area shall be the standard from which the work will be judged.
E. Subject to approval by the Owner, the mock-up may be retained as part of the finished work. If mock-up is not retained, remove and dispose of mock-up at the completion of the project.
1.7 DELIVERY, STORAGE AND HANDLING
A. Comply with Manufacturer’s ordering instructions and lead time requirements to avoid construction delays.
B. Coordinate delivery and paving schedule to minimize interference with normal use of buildings adjacent to paving.
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C. Contractor shall check all materials upon delivery to assure that the proper materials have been received and are in good condition before signing off on the manufacturer’s packing slip.
D. Contractor shall protect all materials from damage or contamination due to jobsite conditions and in accordance with manufacturer's recommendations. Damaged or contaminated materials shall not be incorporated into the work.
E. Deliver Pavers to the site in steel banded, plastic banded, or plastic wrapped cubes capable of transfer by fork lift or clamp lift. Unload and store Pavers at job site in such a manner that no damage occurs to the product.
F. Handle and transport aggregates to avoid segregation, contamination and degradation. Keep different materials sufficiently separated as to prevent mixing. Do not dump or store one material on top of another unless it is part of the installation process. Cover material with waterproof covering to prevent exposure to rainfall or removal by wind – secure the covering in place.
G. Geotextiles shall be delivered, stored and handled in accordance with ASTM D-4873.
1.8 ENVIRONMENTAL CONDITIONS
A. Do not install during heavy rain, freezing conditions or snowfall.
B. Do not install on frozen soil subgrade or aggregates.
C. Do not install frozen Bedding Course sand, Joint Filling Sand or Base Course material.
1.9 MAINTENANCE MATERIALS
A. Provide 500 square feet additional paver material for use by Owner for maintenance and repair as attic stock.
B. Pavers to be from the same production run as installed materials.
C. Store paver materials in Owner designated location.
PART 2 - PRODUCTS
2.1 DEFINITIONS
A. Base Course – within the context of this specification, a dense graded free draining aggregate material of a designed thickness that provides structural support over the subgrade. Other Base Course options include cement-treated aggregate, limetreated aggregate, bituminous (asphalt)-stabilized aggregate, asphalt or concrete; a Base Course can also be augmented with a sub-base layer, being a second layer of dense graded free draining aggregate material.
B. Bedding Course – within the context of this specification, a one-inch thick layer of course, washed sand loosely screeded smooth for bedding of the Pavers. Other Bedding Course options include bituminous setting bed or mortar bed.
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C. Pavers – individual paving units manufacturing from concrete. Pavers are shipped in clusters called bundles or cubes, which consist of several layers of pavers strapped or wrapped together.
D. Edge Restraint – within this specification, a cast in place concrete curb, building or other stationary object that prevents the lateral movement of the sand and pavers so they do not spread and loose interlock. Other Edge Restraints options include plastic, steel or aluminum edging, cut stone, precast concrete and submerged concrete edge complete with mortared pavers.
E. Geotextile – Woven or non woven fabrics made from plastic fibers used primarily for separation between pavement layers.
F. Interlocking Pavement System – a system of paving consisting of Pavers placed in an interlocking pattern, compacted into the Bedding Course, the joints filled with Joint Filling Sand, and compacted again to initiate interlock. The Pavers and Bedding Course are placed over the Base Course, and are confined on the edges by Edge Restraints.
G. Joint Filling Sand – sand used to fill spaces (joints) between pavers, used to create interlock between the individual Pavers. Stabilizers (Dry Mix Joint Sand or Liquid Penetrating) can be added to the sand to provide early stabilization, reduce the permeability, reduce sand loss and help prevent weeds.
H. Laying Face – the working edge of the pavement where the laying of pavers is occurring.
I. Mechanical Installation - The use of specialized machines to lift whole layers of pavers from the bundles and place them on the prepared bedding course. These specialized machines are designed specifically for this application.
J. Subgrade – the soil upon which the pavement structure and shoulders are constructed.
2.2 PAVERS
A. Paver product required:
1. Permeable Brick Pavers, see project plans
B. Pavers shall conform to the following requirements set forth in ASTM C-936:
1. Measured length or width of test specimens shall not differ by more than +/-
0.063 in, while measured thickness shall not differ by more than +/- 0.125 in.
2. Average compressive strength of 8,000 psi (55 MPa) with no individual unit under 7,200 psi (50 MPa) when tested in accordance with ASTM C-140.
3. Average absorption of 5% with no unit greater than 7% when tested in accordance with ASTM C-140.
4. Where freeze-thaw testing is required, the average mass loss of all specimens tested shall not be greater than (A) 225 g/m2 when subject to 28 freeze thaw
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cycles, or (b) 500 g/m2 when subject to 49 freeze thaw cycles. Testing shall be conducted using a 3% saline solution in according to ASTM C-1645.
5. Efflorescence shall not be a cause for rejection.
C. Pigment in Pavers shall conform to ASTM C-979.
2.3 EDGE RESTRAINTS
A. Edge restraints shall be cast in place concrete curbs constructed per plans.
PART 3 - EXECUTION
3.1 PRE-CONSTRUCTION INSPECTION
A. Prior to commencement of any work, the Contractor shall conduct a pre-construction meeting with the Owner, Design Engineer and affected sub-trades. The preconstruction meeting should, at a minimum, verify:
1. The location of the Mock Up, and whether it will be part of the final construction or need to be removed.
2. The site layout conforms to the Site Plan.
3. The excavation work conforms to the specified lines, elevations and compaction densities of the subgrade soils. Subgrade shall be trimmed to within 0 and ½ in of the specified grades. The surface of the prepared Subgrade shall not deviate by more than 3/8 in from the bottom edge of a 10 foot straight edge laid in any direction.
4. Locations of curbs, grade beams, utility structures, light standards, tree wells or any other protrusions as applicable to the project, and that project formed details are available for each.
B. Although the Owner may provide soil testing and quality assurance inspection during earthwork and Subgrade preparation, the Owner's quality assurance program does not relieve the Contractor of responsibility for quality control and system performance.
Contractor shall obtain any quality control testing or inspection not provided by the Owner that is necessary to satisfy the Contractor with the condition of the Subgrade prior to commencement of the work. This may include:
1. Proof rolling of the subgrade to determine presence of soft spots or localized pockets of objectionable materials.
2. Compaction testing.
C. Where deficiencies or inconsistencies are identified, the Contractor shall notify the Design Engineer in writing. The Contractor will not proceed with the work until the Design Engineer has verified that the deficiencies or inconsistencies have been addressed.
D. Beginning of Base Course installation means acceptance of Subgrade.
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3.2 INSTALLATION BASE COURSE
A. Install the Base Course at the thickness, compaction, surface tolerances, and elevations outlined in the plans.
1. The aggregate should be spread and compacted in uniform layers not exceeding 6 inch loose thickness.
2. Density testing shall be conducted to verify conformance.
3. Surface tolerance should be plus or minus 3 /8 in. (10 mm) over a 10 ft. (3 m) straight edge laid in any direction.
4. Attention will be paid to providing proper compaction near curbs, grade beams, concrete collars around utility structures, lights standards, tree wells, building edges and other protrusions as applicable to the project. In areas not accessible to large compaction equipment, compact to specified density with mechanical tampers (jumping jacks).
5. The upper surface of the base shall be sufficiently well graded and compacted to prevent infiltration of the bedding sand into the base both during construction and throughout its service life. Segregated areas of the granular base shall be blended by the application of crushed fines that have been watered and compacted into the surface.
6. Before commencing the placing of the Bedding Course, the base shall be inspected by the Owner or the Consultant
3.3 INSTALLATION EDGE RESTRAINTS
A. Adequate edge restraint shall be provided along the perimeter of all paving as specified. The face of the edge restraint, where it abuts pavers, shall be vertical.
B. All concrete edge restraints shall be constructed to dimensions and level specified and shall be supported on a compacted Base not less than 6 inch thick.
C. Concrete used for the construction of edge restraints shall be air-entrained and have a compressive strength as specified. All concrete shall be in accordance with ASTM C-94 requirements.
3.4 INSTALLATION BEDDING COURSE, PAVERS AND JOINT FILLING SAND A. Spread the Bedding Course evenly over the Base Course and screed to thickness shown in plans. The screeded sand should not be disturbed. Place sufficient sand to stay ahead of the laid pavers. Do not use the bedding sand to fill depressions in the Base Course surface.
B. The Contractor shall screed the Bedding Course using either an approved mechanical spreader (e.g.: an asphalt paver) or by the use of screed rails and boards C. Ensure that Pavers are free of foreign material before installation. Pavers shall be inspected for color distribution and all chipped, damaged or discolored Pavers shall
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be replaced. Initiation of Paver placement shall be deemed to represent acceptance of the pavers.
D. Lay the Pavers in the pattern(s) as shown on the drawings. Maintain straight pattern lines.
E. Paving units shall be installed from a minimum of 3 bundles by hand, and 6 bundles during mechanical installation, simultaneously to ensure color blending.
F. Joints between the individual Pavers, and between Pavers and the Edge Restraints, buildings, collars, or other protrusions/edging, on average shall be between 1 /16 in. and 3 /16 in. (2 mm to 5 mm) wide.
G. Fill gaps at the edges of the paved area with cut pavers or edge units. Do not install cut pavers smaller than one-third of a whole paver along edges subject to vehicular traffic – trim two pavers to fit.
H. Cut all pavers using a masonry saw. Upon completion of cutting, the area must be swept clean of all debris to facilitate inspection and to ensure the Pavers are not damaged during compaction.
I. Using a low amplitude plate compactor capable of at least 5,000 lbs. (22 kN) compaction at a frequency of 75 hz –100 hz, compact the Pavers into the Bedding Course.
J. The pavers shall be compacted to achieve consolidation of the sand bedding and brought to level and profile by not less than three passes. Initial compaction should proceed as closely as possible following the installation of the paving units and prior to the acceptance of any traffic or application of sweeping sand.
K. Any units that are structurally damaged during compaction shall be immediately removed and replaced.
L. Sweep dry Joint Filling Sand into the joints and vibrate until they are full. This will require at least two or three passes with the compactor. Do not compact within 3 ft (1 m) of the unrestrained edges of the paving units.
M. All work to within 3 ft (1 m) of the laying face must be left fully compacted with sandfilled joints at the end of each day. Cover the laying face with plastic sheets overnight if not closed with cut and compacted pavers.
N. Sweep off excess sand when the job is complete.
O. The final surface elevations shall not deviate more than 3 /8 in. (10 mm) under a 10 ft (3 m) long straightedge.
P. The surface elevation of pavers shall be 1 /8 to 1 /4 in. (3 to 6 mm) above adjacent drainage inlets, concrete collars or channels.
3.5 QUALITY ASSURANCE/QUALITY CONTROL
A. Quality Assurance - The Owner may engage inspection and testing services, including independent laboratories, to provide quality assurance and testing services
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during construction. This does not relieve the Contractor from securing the necessary construction quality control testing.
B. Quality assurance should include as a minimum verification with the Design Engineer that the Contractor’s quality control plan and testing are adequate. Quality assurance shall also include observation of construction for general compliance with design drawings and project specifications.
C. Quality Control – The Contractor shall engage inspection and testing services to perform the minimum quality control testing described in the design plans and specifications. Only qualified and experienced technicians and engineers shall perform testing and inspection services.
D. Quality control testing shall include backfill testing to verify soil types and compaction, and verification that the system is being constructed in accordance with the design plans and project specifications.
3.6 AS-BUILT CONSTRUCTION TOLERANCES
A. Final inspection shall be conducted to verify conformance to the drawings after removal of excess joint sand. All pavements shall be finished to lines and levels to ensure positive drainage at all drainage outlets and channels.
B. The final surface elevations shall not deviate more than +/- 3/8 inch under a 10 ft long straight edge.
END OF SECTION
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SECTION 32 84 00
LANDSCAPE IRRIGATION
PART 1 - GENERAL
1.1 SUMMARY
A. Scope of Work: Provide complete irrigation system to provide supplemental water necessary to sustain planting in healthy condition.
B. Related Sections:
1. Section 31 22 19: Finish Grading
2. Section 32 90 00 Planting
3. Section 32 98 00: Landscape Maintenance
1.2 SUBMITTALS
A. Material List
1. Manufacturer’s product technical data for every product installed shall be submitted prior to performing the work. Product information shall include the manufacturer, model number, and options (if any) for all equipment proposed.
B. As-built Drawings
1. As-built Drawings showing location of constructed work (if different from locations shown on plan) shall be submitted to the City’s Representative for review prior to project turnover. Drawings shall include dimensions from two permanent points of reference (i.e., built objects and not including plant material). Items to be located include:
a. Mainline (maximum dimension interval of 100’ along straight runs, dimension all changes in direction)
b. Valves (all types)
c. Point of connection
d. Control wiring (if different from mainline)
e. Other equipment as directed by City’s Representative C. Controller Charts
1. Charts indicating the area(s) irrigated by each zone, including existing zones, shall be prepared. Multiple sheets may be required to clearly identify all areas. a. Charts shall be separated by controller.
b. The chart shall be prepared on a black line reduction of the plans. c. Zones shall be identified by number and by varying colors. Colors shall not be duplicated on any one sheet.
d. Charts shall be laminated, 10 mils both sides.
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e. Charts shall be prepared and available in the controller enclosure or otherwise turned over during the final inspection of the irrigation system, but in any case, prior to project acceptance or turnover.
D. Operation and Maintenance Manual
1. Prepare an Operation and Maintenance manual including the following:
a. Table of Contents
b. Contact information including
I. Contractor’s and sub contractors’ name, address, email, and telephone number.
II. Guarantee statement.
III. Manufacturer’s product representative and contact information, if consulted or otherwise contacted in conjunction with construction. c. Copy of the irrigation controller schedule provided in the construction drawings.
d. The irrigation controller schedule as programmed (if different from above).
e. Product information, parts sheets, installation instructions, and operation manual for all material and equipment installed (as applicable).
E. Equipment to be furnished:
1. Provide the following to the City’s representative prior to acceptance:
a. Two sets of any special tools or keys required to access or operate any equipment installed.
b. One quick coupler key and hose swivel for every 10 (or fraction thereof) quick couplers installed.
1.3 QUALITY ASSURANCE
A. Manufacturer’s directions and instructions and drawings shall be followed in all cases where information is not provided on the drawings or these specifications.
B. Explanation of Drawings:
1. For design clarity, drawings are generally diagrammatic and not indicative of exact placement or quantities as may be required to complete the work. Any question as to the placement of equipment and line shall be resolved prior to installation.
2. For design clarity, drawings do not indicate all outlets, fittings, sleeves, or other material as may be required to complete the work. Contractor shall review the plans and investigate existing conditions, and shall provide all material required to meet existing conditions and install a complete and functional system.
C. Prior to commencing work, Contractor shall:
1. Review the site and resolve all obstructions, conflicts, or discrepancies that may be present.
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2. Verify the point of connection and available pressure and flow as indicated on the drawings.
3. Verify the electrical point of connection and coordinate work.
4. Verify sleeves (if indicated as existing).
D. Contractor shall furnish a Guarantee on company letterhead bearing the signature of an authorized representative of the company, including the following information:
1.4 COORDINATION AND SCHEDULING
A. The Contractor shall be responsible for promptly scheduling and progressing the work so as not to delay the project, including:
1. Coordination with other trades as required.
LANDSCAPE IRRIGATION SYSTEM GUARANTEE
Project Name: ____________________________________________________________ Project Location: __________________________________________________________ We hereby guarantee the above-referenced landscape irrigation system we furnished and installed is free from defects in materials and workmanship, and that the work has been completed in substantial conformance with the contract documents. We agree to replace or repair any defects which may develop during the period of one year from the date of acceptance and also to repair or replace any damage resulting from the repair or replacement of the irrigation system at no additional cost to the owner, excepting ordinary wear and tear, unusual abuse, or neglect. We shall make such repairs or replacements within 10 days of written notification by the owner. In the event of our failure to make such repairs or replacements within the time specified, we authorize the owner to proceed to have repairs or replacements made at our expense and will reimburse reasonable costs and charges therefore upon demand.
Signed:__________________________________ Date:____________________________ Title:____________________________________
Company name: ___________________________________________ Company address: ___________________________________________ Contact phone: ___________________________________________ Contact email: ___________________________________________
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2. Timing of work and coordinating power, water, and other services or requirements.
3. Notifying the City’s Representative of the following observations, with the advance time indicated:
a. Mainline, control wire, and valve installation and testing – 48 hours b. Lateral line and sprinkler installation – 48 hours
c. Coverage test – 48 hours
d. Final Inspection – 7 days
PART 2 - PRODUCTS
2.1 PIPING MATERIALS
A. Polyvinyl Chloride (PVC) Pipe shall be made from National Sanitation Foundation (NSF) approved Type I, Grade I virgin PVC compound conforming to ASTM resin specification D1785. All PVC pipe shall bear the following marked continuously:
Manufacturer’s name, nominal pipe size, schedule or class, pressure rating in pounds per square inch (PSI), NSF approval, and date of extrusion.
1. Mainline (constantly pressurized) Pipe and Fittings
a. Mainline and sub-mains up to 2.5” in size shall be PVC schedule 40. Fittings and outlets shall be PVC schedule 40 solvent weld, NSF approved, conforming to ASTM D2466. Offsets shall be 3” minimum. No mainlines shall be smaller than 1” or use 1-1/4” pipe or fittings. b. Mainline and sub-mains 3” through 8” shall be bell and gasket PVC Class 200, conforming to ASTM D2241. Fittings, joint restraints and saddle taps for outlets shall be Class 350 ductile iron conforming to AWWA C153.
Offsets shall be 8” minimum.
2. Lateral Line Pipe and Fittings
a. Lateral lines shall be PVC Schedule 40 for sizes 3/4” to 2-1/2”, and Class 200 conforming to ASTM D2241 for sizes 3” and above. Fittings shall be PVC schedule 40 solvent weld, NSF approved through 3” and Class 350 ductile iron with joint restraints, conforming to AWWA C153, for sizes 4” and above.
B. Thrust Restraints:
1. Ductile iron joint restraints shall be used for all piping 4” and larger in diameter, including lateral lines.
2. Concrete thrust blocking shall be used for all mainlines 3” in diameter. Wrap all thrust-blocked pipes with 1 mil. or heavier plastic sheet prior to placing concrete.
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C. Brass Pipe and Fittings shall be 85 percent red brass, seamless, conforming to ASTM B43. Fittings shall be schedule 40 threaded pipe.
D. Copper pipe shall be type ‘K’, hard tempered seamless conforming to ASTM B88.
Soldered joints shall comply with ASME B16.22. Flux shall conform to ASTM B 813, and solder shall conform to B 32. Cast fittings joints shall comply with ASME B16.18.
E. Galvanized Pipe and Fittings shall be schedule 40, threaded and hot dipped galvanized, complying with ASTM A53. Male end of threaded fittings shall be wrapped with three layers of PTFE tape. All Galvanized pipe and fittings installed below grade shall be wrapped with two layers of minimum 10 mil. pipe wrap.
F. Sleeves shall be PVC schedule 40.
G. Conduit shall be rigid non-metallic PVC schedule 40 bell-end, conforming to ANSI/UL 651 and NEMA TC-2.
1. Elbows shall be long-sweep schedule 40 bell-end, conforming to ANSI/UL 651 and NEMA TC-3
2. Couplings, adapters, and fittings shall conform to UL 514B and NEMA TC-3.
2.2 BACKFLOW ASSEMBLIES
A. As specified on the Irrigation Legend & Notes sheet of the Drawings.
2.3 VALVES
A. Isolation (mainline) Valves
1. Valves shall be the same size as the pipe they are installed on. An isolation valve shall be installed downstream of the backflow device, or if none, at the point of connection, whether shown on the plans or not.
2. Valves 3” or smaller shall be gate-type bronze with threaded ends, a minimum working pressure of 200 psi, non-rising stem with a cross handle.
B. Valves installed immediately upstream of Remote Control Valves shall be Schedule 80 PVC with integrated union for sizes 2” and smaller. Shutoff valves upstream of 3” RCV’s shall be gate-type bronze as listed above.
C. Quick Coupling Valves (QC) shall be as specified on the drawings. Valves shall have a brass two-piece body with a minimum working pressure of 125 psi and be operable with a standard quick coupler key.
D. Remote Control Valves (RCV) shall be as specified on the drawings. Valves have a manual flow adjustment, fully potted solenoid, and pressure regulation
2.4 VALVE BOXES
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A. Boxes for isolation valves and quick couplers shall be a 10” x 10-1/4” round box with bolt-down lid. Extension sleeve shall be PVC with a minimum diameter of 6”.
B. Boxes for RCV’s shall be 9-1/2” x 16” x 11” rectangular box with bolt-down lid, and extensions as required. Use a separate valve box or jumbo valve box for drip control assemblies if required to allow disassembly and servicing of filter in box.
C. Boxes for drip flush valves and air relief valves shall be 7” or 6” round boxes with push-on lids.
D. Color: Valve boxes and lids shall be green for turf areas, brown for mulched areas, and purple where required for reclaimed water designation.
E. Identification: Remote Control Valve box lids shall be heat-branded with the controller and valve number (e.g.: A13). Quick Coupling Valves shall be branded “QC.” Master Valves shall be branded “MV.” Isolation Valves shall be branded “IV.”
2.5 STRAINERS AND FILTERS
A. Mainline: as indicated in the drawings.
B. Drip irrigation: provide an in-line wye-type filter with a minimum filtration of 200 mesh (75 micron) downstream of the remote control valve, upstream of in-line pressure regulator.
2.6 MASTER VALVE AND FLOW SENSOR
A. As indicated in the drawings
2.7 CONTROL WIRING
A. Traditionally wired systems: direct burial solid copper wire, sized according to the length of the run, but minimum 14 gauge for control wires and 12 gauge for common wires. Wire jacket color shall be white for common wire, red for control wires, and yellow for spare wires. Install a minimum of 2 spare wires from the controller to furthest extent(s) of the mainline – see drawings for additional requirements.
B. Two-wire path systems: wiring shall conform to the controller manufacturer’s requirements.
C. Communication wiring between sensor(s) and controller shall conform to the manufacturer’s requirements and shall be installed in electrical conduit, 3/4” diameter for runs of 50 feet or less, and 1” minimum diameter for longer runs. Junction boxes shall be installed at intervals not exceeding 100 feet.
D. Connectors shall be direct bury splice kits pre-filled with insulating gel designed to encapsulate a Yellow or Red twist on wire connector, with a temperature range of 32 to 120 degrees F. Wire splice kits shall be UL-listed for wires carrying greater than 24 volts.
2.8 AUTOMATIC CONTROLLER
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A. New controllers shall be of the size and type shown on the drawings, but in all cases, include the ability to automatically adjust scheduling by either sensing or receiving evapotranspiration (ET) data.
B. Existing Controllers shall be operated by the contractor to verify function. Contractor shall record existing schedule, make any scheduling adjustments necessary for the health and growth of new and existing planting, and shall then record the new schedule. Provide both schedules to the owner as a part of the Operations and Maintenance manual.
2.9 OVERHEAD EMITTER ASSEMBLIES
A. As indicated on the drawings.
B. All nozzles shall include radius adjustment features, excepting bubblers.
C. Rising-stem bodies shall include a molded wiper seal with UV resistant material, internal pressure regulation.
D. Bodies with optional factory-installed check valves shall be installed as required to prevent low-head drainage.
E. All bodies shall be installed on swing arms with 360 degree adjustment in three planes, sized to the inlet of the body.
F. Swing arms for spray bodies shall be pre-fabricated, constructed of high-density polyethylene (HDPE) street-ells and polyethylene (PE) pipe, and have a minimum 70psi rating.
G. Bubblers, except “multi-stream,” shall include watering basins or percolation tubes.
H. Multi-Stream, Multi-Trajectory Rotating (MSMTR) Nozzles shall include arc adjustment and radius adjustment to a minimum of -25% of catalog throw. As radius and arc are decreased, the volume of water shall proportionally decrease to achieve matched precipitation rates throughout the range of adjustment.
2.10 ROTOR ASSEMBLIES
A. As indicated on the drawings.
B. Swing arms for single-stream rotors shall be site-fabricated as indicated on the drawings or prefabricated of Schedule 80 PVC with EPDM O-ring seals with a minimum 150 psi rating.
2.11 JUNCTION BOXES
A. Shall be precast concrete, N09 with bolt down lid.
PART 3 - EXECUTION
3.1 PREPARATION
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A. Contractor shall review the site and confirm that all preceding work has been completed to allow installation of the irrigation system.
B. Verify water and electrical points of connection (services) and ensure they are adequate to serve the work.
C. Beginning work shall constitute acceptance of the site and suitability of services.
3.2 INSTALLATION
A. Trenching: Provide the following depths for all lines:
1. Mainline and control wiring: 18 inches
2. Lateral lines: 12 inches
3. All lines under vehicular pavement: 24 inches
4. All lines under pedestrian pavement: 18 inches
5. In-line subsurface drip lines: 4 inches
B. Backfilling:
1. Backfilling shall not occur prior to all required observations and tests. Any lines covered prior to these shall be exposed at the contractor’s expense.
2. Initial backfill shall be a fine granular material in a layer 6” deep, or covering the pipe to at least 2” in depth, whichever is greater. Native soil may be used for initial backfill, excepting that rocks, clods, and deleterious material 1/2” in diameter or greater shall be screened out.
3. Backfill shall be compacted to a density at least equal to undisturbed soil in planting areas. Settlement of trenches shall be deemed evidence of insufficient compaction and shall be corrected at the contractor’s expense, including adjustment of lines, heads, grades, and replacement of plant material.
C. Backfilling Under Paving:
1. Backfill shall consist of 6” of sand, then screened native material in 6” maximum lifts, compacted to 95% relative compaction. All trenches shall be left flush with the adjoining grade. As a part of irrigation work, contractor shall set in place and cap all sleeving under paving prior to paving work. If piping requires joints under paving, all piping shall be laid, capped, and pressure tested prior to paving work.
2. Piping under existing walks shall be done by jacking or boring. Hydraulic driving shall be permitted only under pedestrian paving not exceeding four feet in length.
Where cutting and patching is required, concrete shall be removed to the nearest control joint. New concrete shall match existing finish and color.
3.3 PIPING
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A. Piping:
1. Initially fill mainline slowly (maximum velocity 1 foot per second). Vent air from the mainline while filling. Thoroughly flush mainline prior to installing valves.
2. Pipe Clearance: all pipes 4” or greater shall have a minimum clearance of 6” from each other. All pipes 3” or less shall have a minimum clearance of 3” from each other.
3. Flushing: all lines shall be flushed prior to installation of emitter assemblies.
4. Deflection for PVC pipe: Do not exceed a longitudinal bending radius of 300 times the pipe outside diameter or the manufacturer’s rated deflection, whichever is less, for either solvent welded or gasketed pipe.
5. Mainline shall in all cases be looped or terminated in a thrust-restrained cap with a minimum of 12” offset to upstream fitting(s).
B. Thrust Restraints:
1. Install thrust restraints on all changes in direction, outlets, and ends, and as otherwise required or recommended by the piping manufacturer.
2. Thrust Blocking: wrap all thrust-blocked pipes with 1 mil. or heavier plastic sheet prior to placing concrete.
3. Joint Restraints: install per manufacturer’s information.
C. Pipe Assemblies:
1. PVC solvent welded joints: follow ASTM D2855, “Standard Practice for Making Solvent-Cemented Joints with Poly(Vinyl Chloride) (PVC) Pipe and Fittings”
2. Threaded joints: Do not use male inlet pipe thread (MIPT) adapters. All threaded PVC fittings shall be female end with schedule 80 nipples. Wrap nipple with 2 layers of Teflon thread tape prior to assembly. On PVC to metal connections, work metal connections first.
3. Use fittings to change pipe direction without exceeding deflection limits. For elevation changes, multiple 45 or 22.5 degree elbows shall be used. Do not use 90 degree elbows to change elevation.
4. Use minimum number of fittings required. Do not use multiple shorter lengths of pipe in lieu of one continuous piece.
3.4 CONTROL WIRING
A. Wiring shall be installed in the same trench as and adjacent to but not on top of the mainline. Wire shall be bundled together and secured with electrical tape at 10 feet intervals.
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B. Wiring shall be laid loosely in the trench and snaked from side to side to allow sufficient length for thermal expansion and contraction. Do not pull, stress, or stretch wires.
C. Provide an expansion curl (pigtail) within 3 feet of each wire connection, the greater of 18” or sufficient length to allow the valve to be raised 12” above the finished surface.
D. Field splices between the controller and the remote control valve shall not be permitted without prior approval of the City’s Representative.
E. All splices shall be made with dry electrical connectors within valve boxes. The only allowable exception is for anti-siphon valves on residential systems.
F. Label all wires in the controller enclosure within 18” of the terminal strip with permanent tags wrapped around the wire, indicating the controller (if multiple controllers are used) and valve number.
3.5 VALVES
A. Remote Control Valve Assemblies, Quick Couplers, and Isolation Valves
1. Install in approximate locations shown on drawings, but in planter areas instead of turf areas wherever possible, and as shown in the details. Valve boxes shall be perpendicular to adjacent walls, walks, or headers, and shall be parallel to each other.
2. Each valve shall be identified with a minimum 2” x 2-3/4” yellow (or purple, for non-potable applications) polyurethane I.D. tag attached to the control wire of the valve.
3.6 OVERHEAD EMITTERS/SPRINKLER ASSEMBLIES
A. Install as detailed in the drawings. Where adjacent to headers or hard surfaces, locate such that edging equipment can pass between the adjacent edge and emitter without damage to either.
B. In no case shall spacing exceed the manufacturer’s listed throw. Single-stream rotors shall be installed at a spacing of 80% or less of the manufacturer’s listed throw.
3.7 FIELD QUALITY CONTROL
A. The mainline and all piping under paving shall be simultaneously pressure and leak tested. Contractor shall furnish force pump and all necessary equipment. Sufficiently brace piping to prevent movement while testing. If concrete thrust blocking is used, allow blocking to sufficiently cure. Restrain ends of mainlines. Ensure all air is removed from mainline prior to testing.
1. Test with a hydrostatic pressure of 120 psi, or 150% of the operating pressure (sustained mainline pressure), whichever is greater.
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2. Observe pressure using a minimum of two gauges, at opposite ends of the mainline. Pressure shall not vary by more than 5 psi during the test.
3. Pressure shall be sustained for a minimum of two hours. If leaks are visible or pressure drops by more than 5 pounds, replace joints and retest.
B. Irrigation system shall be operated in its entirety and shall be adjusted for complete coverage, proper operation, and to reduce or eliminate overspray and water hammer.
Adjustments may include:
1. Pressure regulating devices, whether stand-alone or integrated with remote control valves
2. Manual flow adjustment of each remote control valve
3. Arc and radius adjustment of each nozzle.
4. Substitution of variable arc nozzles or reduced radius nozzles if required.
C. The irrigation system, including controller, shall be operable prior to planting.
3.8 CLEAN UP
A. All materials and debris accumulated in conjunction with completing this Work, including trash, excess soil, and empty plant containers, shall be legally recycled or disposed of by Contractor off site.
B. All scars, ruts or other marks in the ground caused by this work shall be repaired and the ground left in a neat and orderly condition throughout the site.
C. The Contractor shall leave the site area broom-clean and shall wash down all walkways and other paved areas, leaving the premises in an excessively neat, clean, and safe condition.
D. Promptly remove soil, debris, or marks created by work from paved areas, buildings, site furnishings, and other appurtenances.
E. Clean vehicle tires before leaving site to avoid tracking soils onto paved areas.
END OF SECTION
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Packet Pg. 1132 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 1 Planting
SECTION 32 90 00
PLANTING
PART 1 - GENERAL
1.1 SUMMARY
A. Provide trees, plants, and groundcovers as shown on the Drawings and as specified.
The work includes:
1. Soil preparation.
2. Trees, plants, and groundcovers.
3. Planting mixes.
4. Mulch and planting accessories.
5. Maintenance.
6. Tree transplanting and maintenance.
1.2 RELATED SECTION
A. Section 02 41 13 – Selective Site Demolition.
B. Section 32 84 00 – Landscape Irrigation.
C. Section 32 98 00 – Landscape Maintenance.
1.3 QUALITY ASSURANCE
A. Contractor shall be required to demonstrate experience with a comparable project with a similar scope. Subcontractor’s supervision of work must be by a Certified Nurseryman.
B. Plant names indicated, comply with "Standardized Plant Names" as adopted by the latest edition of the American Joint Committee of Horticultural Nomenclature. Names of varieties not listed conform generally with names accepted by the nursery trade.
Provide stock true to botanical name and legibly tagged.
C. Comply with sizing and grading standards of the latest edition of "American Standard for Nursery Stock". A plant shall be dimensioned as it stands in its natural position.
D. All plants shall be nursery grown under climatic conditions similar to those in the locality of the project for a minimum of two (2) years.
E. Stock furnished shall be at least the minimum size indicated. Larger stock is acceptable, at no additional cost, and providing that the larger plants will not be cut back to size indicated. Provide plants indicated by two measurements so that only a maximum of 25% are of the minimum size indicated and 75% are of the maximum size indicated.
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Packet Pg. 1133 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 2 Planting
F. Provide "specimen" plants with a special height, shape, or character of growth. Tag specimen trees or shrubs at the source of supply. The Landscape Architect will inspect specimen selections at the source of supply for suitability and adaptability to selected location. When specimen plants cannot be purchased locally, provide sufficient photographs of the proposed specimen plants for approval.
G. Plants may be inspected and approved at the place of growth, for compliance with specified requirements for quality, size, and variety.
1. Such approval shall not impair the right of inspection and rejection upon delivery at the site or during the progress of the work.
H. Provide and pay for material testing. Testing agency shall be acceptable to the Landscape Architect. Provide the following data:
1. Test representative material samples proposed for use.
2. Topsoil:
a. pH factor.
b. Mechanical analysis.
c. Percentage of organic content.
d. Recommendations on type and quantity of additives required to establish satisfactory pH factor and supply of nutrients to bring nutrients to satisfactory level for planting.
3. Peat Moss:
a. Loss of weight by ignition.
b. Moisture absorption capacity.
1.4 SUBMITTALS
A. Submittals shall be in accordance with the Standard and Special Provisions.
B. Submit the following material samples:
1. Mulch.
C. Submit the following materials certification:
1. Topsoil source and pH value.
2. Peat moss.
3. Plant fertilizer.
D. Provide plant material Record Drawings:
1. Legibly mark Drawings to record actual construction.
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Packet Pg. 1134 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 3 Planting
2. Indicate horizontal and vertical locations, referenced to permanent surface improvements.
3. Identify field changes of dimension and detail and changes made by Change Order.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver fertilizer materials in original, unopened, and undamaged containers showing weight, analysis, and name of manufacturer. Store in manner to prevent wetting and deterioration.
B. Take all precautions customary in good trade practice in preparing plants for moving.
Workmanship that fails to meet the highest standards will be rejected. Spray deciduous plants in foliage with an approved "Anti-Desiccant" immediately after digging to prevent dehydration. Dig, pack, transport, and handle plants with care to ensure protection against injury. Inspection certificates required by law shall accompany each shipment invoice or order to stock and on arrival, the certificate shall be filed with the Landscape Architect. Protect all plants from drying out. If plants cannot be planted immediately upon delivery, properly protect them with soil, wet peat moss, or in a manner acceptable to the Landscape Architect. Water heeled-in plantings daily. No plant shall be bound with rope or wire in a manner that could damage or break the branches.
C. Cover plants transported on open vehicles with a protective covering to prevent wind burn.
D. Provide dry, loose topsoil for planting bed mixes. Frozen or muddy topsoil is not acceptable.
1.6 PROJECT CONDITIONS
A. Work notification: Notify Landscape Architect at least seven (7) working days prior to installation of plant material.
B. Protect existing utilities, paving, and other facilities from damage caused by landscaping operations.
C. A complete list of plants, including a schedule of sizes, quantities, and other requirements is shown on the Drawings. In the event that quantity discrepancies or material omissions occur in the plant materials list, the Drawings shall govern.
D. The irrigation system will be installed prior to planting. Locate, protect, and maintain the irrigation system during planting operations. Repair irrigation system components, damaged during planting operations, at Contractor expense.
1.7 GUARANTY AND REPLACEMENT
A. Guaranty and replacement requirements are specified in Section 32 98 00.
1.8 MEASUREMENT AND PAYMENT
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Packet Pg. 1135 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 4 Planting
A. Work shall be considered incidental and compensation shall be included in the Contract prices paid for the various items of work and no additional time or compensation be allowed therefor.
B. Refer to Article 20.01 Schedule of Bid Items.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Plants: Provide plants typical of their species or variety; with normal, denselydeveloped branches and vigorous, fibrous root systems. Provide only sound, healthy, vigorous plants free from defects, disfiguring knots, sun scald injuries, frost cracks, abrasions of the bark, plant diseases, insect eggs, borers, and all forms of infestation.
All plants shall have a fully developed form without voids and open spaces. Plants held in storage will be rejected if they show signs of growth during storage.
1. Dig balled and burlapped plants with firm, natural balls of earth of sufficient diameter and depth to encompass the fibrous and feeding root system necessary for full recovery of the plant. Provide ball sizes complying with the latest edition of the "American Standard for Nursery Stock". Cracked or mushroomed balls are not acceptable.
2. Container-grown stock: Grown in a container for sufficient length of time for the root system to have developed to hold its soil together, firm and whole. a. No plants shall be loose in the container.
b. Container stock shall not be pot bound.
3. Provide tree species that mature at heights over 25 feet with a single main trunk.
Trees that have the main trunk forming a "Y" shape are not acceptable.
4. Plants planted in rows shall be matched in form.
5. Plants larger than those specified in the plant list may be used when acceptable to the Landscape Architect.
a. If the use of larger plants is acceptable, increase the spread of roots or root ball in proportion to the size of the plant.
6. The height of the trees, measured from the crown of the roots to the top of the top branch, shall not be less than the minimum size designated in the plant list.
7. No pruning wounds shall be present with a diameter of more than 1 inch and such wounds must show vigorous bark on all edges.
8. Evergreen trees shall be branched to the ground.
9. Shrubs and small plants shall meet the requirements for spread and height indicated in the plant list.
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Packet Pg. 1136 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 5 Planting
a. The measurements for height shall be taken from the ground level to the height of the top of the plant and not the longest branch. b. Single stemmed or thin plants will not be accepted.
c. Side branches shall be generous, well-twigged, and the plant as a whole well-bushed to the ground.
d. Plants shall be in a moist, vigorous condition, free from dead wood, bruises, or other root or branch injuries.
B. Mulch
1. Shall be Shredded Cedar Bark as supplied by: Redi-Gro, Sacramento, Sierra Organic, Manteca, Mallard Creek, Rocklin, or equal
2. The mulch shall consist of fibrous, woody bark mixture of varied particle size such that:
PERCENT PASSING SIEVE SIZE
90-100 25.4 mm (1 inch)
80-100 12.7 mm (1/2 inch)
20-60 6.35 mm (1/4 inch)
C. Metal headerboards
1. Metal headerboard shall be as shown on the Plans and as specified herein, as manufactured by Permaloc or approved equal.
www.permaloc.com 800-356-9660
2. PermaStrip, 3/16” x 6”, L-shaped aluminum maintenance strlp, or equal
3. Embedded installation,.Black duraflex color. 12” stakes, Black duraflex color.
2.2 ACCESSORIES
A. Topsoil for Planting Beds: Fertile, friable, natural topsoil of loamy character, without admixture of subsoil material, obtained from a well-drained arable site, reasonably free from clay, lumps, coarse sands, stones, plants, roots, sticks, and other foreign materials, with acidity range of between pH 6.0 and 6.8 and a minimum organic matter content of 5%.
1. Topsoil that has been stripped and stockpiled on site shall be the topsoil to be utilized on this project. Provide additional topsoil if necessary.
2. Provide topsoil free of substances harmful to the plants that will be grown in the soil.
B. Peat Moss: Brown to black in color, weed and seed free granulated raw peat or baled peat, containing not more than 9% mineral on a dry basis.
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Packet Pg. 1137 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 6 Planting
1. Provide ASTM D2607 sphagnum peat moss with a pH below 6.0 for ericaceous plants.
C. Fertilizer:
1. Plant Fertilizer Type "A": Commercial type approved by the Landscape Architect, containing 5% nitrogen, 10% phosphoric acid, and 5% potash by weight. 1/4 of nitrogen in the form of nitrates, 1/4 in form of ammonia salt, and 1/2 in form of organic nitrogen.
D. Anti-Desiccant: Protective film emulsion providing a protective film over plant surfaces; permeable to permit transpiration. Mixed and applied in accordance with manufacturer's instructions.
E. Water: Free of substances harmful to plant growth. Hoses or other methods of transportation furnished by the Contractor.
F. Stakes for Staking: Hardwood, 2" x 2" x 8'-0" long.
G. Staking Hose: Two-ply, reinforced garden hose not less than 1/2" inside diameter.
H. Twine: Two-ply jute material.
PART 3 - EXECUTION
3.1 INSPECTION
A. Examine proposed planting areas and conditions of installation. Do not start planting work until unsatisfactory conditions are corrected.
3.2 PREPARATION
A. Time of planting:
1. Evergreen material: Plant evergreen materials between September 1 and November 1 or in spring before new growth begins. If project requirements require planting at other times, plants shall be sprayed with anti-desiccant prior to planting operations.
2. Deciduous material: Plant deciduous materials in a dormant condition. If deciduous trees are planted in-leaf, they shall be sprayed with an anti-desiccant prior to planting operation.
3. Planting times other than those indicated shall be acceptable to the Landscape Architect.
B. Planting shall be performed only by experienced workmen familiar with planting procedures under the supervision of a qualified supervisor.
C. Locate plants as indicated or as approved in the field after staking by the Contractor.
If obstructions are encountered that are not shown on the Drawings, do not proceed with planting operations until alternate plant locations have been selected.
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Packet Pg. 1138 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 7 Planting
D. Excavate circular plant pits with vertical sides, except for plants specifically indicated to be planted in beds. Provide pits at least twice the diameter of the root system for trees and shrubs. Depth of pit shall accommodate the root system. Provide undisturbed subgrade to hold root ball at nursery grade as shown on the Drawings.
Remove excavated materials from the site if unacceptable for backfill material.
E. Provide pre-mixed planting mixture for use around the balls and roots of the plants consisting of planting topsoil and 1/2 lb. plant fertilizer Type "A" for each cubic yard of mixture.
3.3 INSTALLATION
A. Set plant material in the planting pit to proper grade and alignment. Set plants upright, plumb, and faced to give the best appearance or relationship to each other or adjacent structure. Set plant material 2 to 3 inches above the finish grade. No filling will be permitted around trunks or stems. Backfill the pit with planting mixture. Do not use frozen or muddy mixtures for backfilling. Form a ring of soil around the edge of each planting pit to retain water.
B. After balled and burlapped plants are set, muddle planting soil mixture around bases of balls and fill all voids.
1. Remove all burlap, ropes, and wires from the top 2/3 of balls.
C. Space groundcover plants in accordance with indicated dimensions. Adjust spacing as necessary to evenly fill planting bed with indicated quantity of plants. Plant to within 24 inches of the trunks of trees and shrubs within planting bed and to within 6 inches of edge of bed.
D. Mulching:
1. Mulch tree and shrub planting pits and shrub beds with required mulching material 4 inches deep immediately after planting. Thoroughly water mulched areas. After watering, rake mulch to provide a uniform finished surface.
2. Mulch groundcover beds with peat moss 2 inches deep immediately after planting.
E. Staking:
1. Inspect trees for injury to trunks, evidence of insect infestation, and improper pruning before wrapping.
2. Staking:
a. Stake all trees immediately after lawn seeding or sodding operations and prior to acceptance. When high winds or other conditions, which may effect tree survival or appearance, occur, the Landscape Architect may require immediate staking/guying.
b. Stake deciduous trees under 3 inch caliper. Stake evergreen trees under 8'- 0" tall.
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Packet Pg. 1139 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 8 Planting
3. All work shall be acceptable to the Landscape Architect.
F. Pruning:
1. Prune branches of deciduous stock, after planting, to balance the loss of roots and preserve the natural character appropriate to the particular plant requirements. In general, remove 1/4 to 1/3 of the leaf bearing buds; proportion shall in all cases be acceptable to the Landscape Architect. Remove or cut back broken, damaged, and unsymmetrical growth of new wood.
2. Multiple leader plants: Preserve the leader which will best promote the symmetry of the plant. Cut branches flush with the trunk or main branch, at a point beyond a lateral shoot or bud a distance of not less than 1/2 the diameter of the supporting branch. Make cut on an angle.
3. Prune evergreens only to remove broken or damaged branches.
3.4 MAINTENANCE
A. Maintain plantings until completion and acceptance of the entire project per B. Section 32 98 00.
C. Maintenance shall include pruning, cultivating, weeding, watering, and application of appropriate insecticides and fungicides necessary to maintain plants free of insects and disease.
1. Re-set settled plants to proper grade and position. Restore planting saucer and adjacent material and remove dead material.
2. Tighten and repair guy wires and stakes as required.
3. Correct defective work as soon as possible after deficiencies become apparent and weather and season permit.
4. Water trees and plants within the first 24 hours of initial planting, and not less than twice per week until final acceptance.
3.5 TREE TRANSPLANTING AND MAINTENANCE
A. Transplanting Site Conditions:
1. The Contractor shall identify three possible planting sites for each tree designating to be transplanted. Each site shall meet the transplanting site conditions specified herein. Based on the site investigations and test results provided by the Contractor as well as other site considerations, the Landscape Architect shall select the preferred site for each tree to be transplanted.
2. Slopes of the transplanting sites shall not exceed 10 percent. If a tree is currently located on a slight slope, it shall be transplanted at a location with the same or flatter slope.
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Packet Pg. 1140 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 9 Planting
3. The site soil at the transplanting sites shall be at least 3 feet deep. Sites that are rocky or have shallow soils shall not be used.
4. Transplanting sites shall have adequate clearance for equipment to be used for transplanting. The Contractor shall determine access requirements and schedule pruning of surrounding vegetation and or transplant candidates.
5. The conditions at transplanting sites shall be conducive to the species that are being transplanted. Soil tests shall be performed by the Contractor to assess site conditions. A plant requiring acidic soils shall not be transplanted in an alkaline, calcareous soil. A plant requiring good drainage is not appropriate to transplant into a poorly drained clay soil, or at the toe of a slope or swale in a frequently irrigated planting. A tree grown in a sheltered, partially shaded location shall not be placed in an exposed, windy, reflected heat area.
6. The transplanting sites shall allow for the transplanted root ball plus room to grow. If the new planting site is on a slope, a level area at least the diameter of the root ball shall be created on the slope.
B. Pre-planting:
1. The Contractor shall move trees using a tree spade. Trees shall not be stored between digging and planting.
2. Trees shall not be transplanted when maximum daily temperatures are 100° F or greater.
3. Prior to beginning work, the Contractor shall meet with the Landscape Architect at the site to review work procedures and tree protection measures.
4. Trees shall be transplanted from November through February, if possible. Oak trees can be transplanted year round but shall not be transplanted during spring bud break or during the heat of the summer.
5. The Landscape Architect shall designate each tree to be transplanted with a tree tag number.
6. The Contractor shall verify the location of all underground utilities and overhead utilities prior to removing any impediments or excavating for the trees.
7. The Contractor shall mark the north side of the tree to allow for proper orientation when planting.
8. The Contractor shall not compact soils within the proposed planting area during the preparation and planting process.
C. Transplanting:
1. Prior to planting the trees, the Contractor shall dig test pits in the planting area and perform percolation tests to confirm adequate soil drainage. If natural drainage is insufficient as determined by the Landscape Architect, drain tubes connecting to existing drain lines shall be required to remove excess irrigation.
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Packet Pg. 1141 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 10 Planting
2. The Contractor shall prepare the planting site by digging a hole twice as wide as the root ball and 2-inches shallower to allow for settling of the root ball. Rough up sides of hole with a shovel to disrupt glazing, if necessary. Protect surrounding soil from compaction by placing plywood or 6-inches deep wood chip mulch beneath the wheels of the equipment.
3. The Contractor shall position the marked, north side of the trunk so the tree remains in the same direction as its original location. Place tree in new planting hole. Backfill with site soil, tamping to eliminate air pockets. After each 12-inch lift of soil, water in well. Do not place site soil over the top of the root ball. Do not apply vitamin B1 or other “transplant shock” material.
4. Following installation, apply and maintain a 4-inch deep layer of wood chip mulch within the planting area (gorilla hair mulch is not acceptable). Keep the mulch 12- inches away from the trunk. Maintain the mulched area in a weed free condition.
Irrigate thoroughly.
D. Maintenance and Mitigation:
1. The Contractor shall monitor the condition of transplanted trees for two (2) years following planting. The Contractor shall inspect the trees monthly for the first 12 months and once every two months for the following 12 months for changes in health, structure and pests.
2. The Contractor shall monitor soil moisture regularly for the first 12 months following planting to know when to irrigate. Soil moisture monitoring shall be based on climatic conditions, with monitoring occurring every 2-3 days during hot weather (above 90° F) to once a week during cool periods. A soil probe shall be used to measure soil moisture.
3. The Contractor shall irrigate the trees based on soil moisture monitoring for the first 12 months following planting. Plants shall be irrigated before the root ball becomes dry, but not so frequently that it remains wet. Irrigation frequencies may range from every few days in hot, dry weather to every few weeks in cool weather.
4. The Contractor shall prune to improve tree structure if necessary. All pruning shall be completed by a Certified Arborist or Tree Worker in accordance with the Best Management Practices for Pruning (International Society of Arboriculture, 2002) and adhere to the latest edition of the American National Standard for Tree Care Operations (Z133) and Pruning (A300).
5. If bark has been damaged, the Contractor shall cut off any torn bark or wood with a sharp knife. Do not shape the wound or apply wound paint.
6. The Contractor shall fertilize the tree in the fall or late winter only if soil tests reveal deficiencies.
7. The Contractor shall monitor for sunscald, pests and diseases. Transplanted trees are under stress until new roots are established in the landscape, and they are more susceptible to water stress (leading to sunscald), and attack by insects and diseases. Borers and canker disease are the most common problems.
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Packet Pg. 1142 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 90 00 - 11 Planting
Inspect transplants monthly to assess any developing problems and determine appropriate treatments.
3.6 ACCEPTANCE
A. Inspection to determine acceptance of planted areas will be made by the Landscape Architect, upon Contractor’s request. Provide notification at least ten (10) working days before requested inspection date.
B. Planted areas will be accepted provided all requirements, including maintenance, have been complied with and plant materials are alive and in a healthy, vigorous condition
3.7 CLEANING
A. Perform cleaning during installation of the work and upon completion of the work.
Remove from site all excess materials, soils, debris, and equipment. Repair damage resulting from planting operations.
END OF SECTION
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Packet Pg. 1143 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 98 00 - 1 Landscape Maintenance
SECTION 32 98 00
LANDSCAPE MAINTENANCE
PART 1 - GENERAL
1.1 SUMMARY
A. Maintain all plants in a vigorous growing condition throughout the maintenance period. Furnish all labor, materials, equipment, and services required. Provide selective pruning as required to promote desired structure, form, and long-term health. Apply supplemental materials, including fertilizers as needed. Apply herbicides and pesticides only as required to remedy significant problems that cannot be otherwise controlled through integrated pest management approaches. At all times, protect the health of users. Include trash, debris, and weed removal from the entire site, including sidewalks and gutters.
1.2 QUALITY ASSURANCE
A. Contractor shall be experienced in horticulture and landscape maintenance practice, and shall provide sufficient workers and equipment under supervision of qualified foreman at all times.
B. All equipment shall be maintained in optimal condition, including freshly sharpened blades.
C. Sterilize all cutting tools prior to starting work at each site, and between cuts if disease is present or suspected.
1.3 MAINTENANCE PERIOD
A. Maintain the entire project throughout the course of work and during the 90 calendar day maintenance period or until project acceptance.
B. Maintenance period shall not begin until all construction activity, including punchlist items, have been completed.
C. Maintenance period will begin upon written notice of completion by the City’s Representative.
1.4 PROTECTION
A. Protect planting areas and plants against damage until final acceptance.
Maintenance includes temporary barriers, fences, and signs as required.
1.5 GUARANTEE AND REPLACEMENT
A. Replace all missing, damaged, or otherwise non-performing materials, including plants, with new materials as specified in the contract documents at no additional cost to the Owner.
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Packet Pg. 1144 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 98 00 - 2 Landscape Maintenance
B. All materials shall be replaced within seven calendar days of notification.
C. The City’s Representative shall be the sole judge as to the condition of materials.
1.6 FINAL ACCEPTANCE
A. Final acceptance shall occur only after the maintenance period has been completed and following observation by and approval of the City’s Representative. The maintenance period shall end only upon written notice of final acceptance.
PART 2 - PRODUCTS
2.1 GENERAL
A. Provide a monthly record of all chemicals (if any) used on the site.
2.2 FERTILIZER
A. As specified in
1. Section 32 90 00 Planting
2.3 MULCH
A. As specified in
1. Section 32 90 00 Planting
PART 3- EXECUTION
3.1 GENERAL
A. All frequencies of work listed in this section shall be considered minimum. Frequency shall be increased as required to ensure a neat and orderly appearance at all times.
B. Nursery stakes and tags shall be removed within the first 15 days of maintenance.
Ensure all installed support stakes and ties are securely fastened, but allow moderate movement.
3.2 WEEDING
A. All planted areas shall be weeded on a weekly basis. Weeds 3” and larger in any dimension shall be completely removed.
B. Herbicides and pesticides shall only be applied by appropriately licensed operators.
Selective herbicide may be used in turf areas to control invasive or noxious weeds.
Broad-spectrum herbicides shall only be used in spot applications. No herbicides shall be applied during windy conditions or in a manner that results in overspray or runoff.
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Packet Pg. 1145 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 98 00 - 3 Landscape Maintenance
3.3 MOWING/EDGING
A. Weekly, all turf areas shall be mown to an even height of 2.5”-3.5.” Mulching mowers shall be used to return grass clippings to the soil, If excess or unsightly clippings are generated, clippings shall be bagged and removed. All debris, including clippings, shall be removed from hardscape areas after mowing and edging.
B. Edging shall be performed with every mowing. Turf areas shall be vertically edged.
Where mowing is not possible due to obstructions (sign posts, etc.), an edger may be used to trim the turf, but not lower than the mowed height. Any material damaged by improper edging shall be replaced at no additional cost to the owner.
C. As needed, turf areas shall be hand-weeded or spot-sprayed with a selective herbicide to eradicate weeds. Resulting or any other bare areas shall be re-seeded by broadcast or hand seeding with a seed mix conforming to the originally installed material.
3.4 FERTILIZATION
A. A general purpose fertilizer (16-16-16 or similar formulation) shall be applied to all shrub and groundcover beds at a rate of 5 lbs per 1,000 square feet, in intervals not less than 30 days and not more than 45 days, including applications at the beginning of the maintenance period and just prior to final acceptance.
B. Turf starter fertilizer (6-20-20 or similar formulation) shall be applied to all turf areas at intervals not less than 30 days and not more than 45 days, including just prior to final acceptance.
C. Apply fertilizer evenly to the entire root zone
3.5 PRUNING
A. Trees and shrubs shall in all cases be pruned according to ANSI 300 (Part 1) B. Trees and shrubs shall be pruned to promote sound structure and planting intent, as follows.
1. In no case shall shrubs be balled, boxed, or cut into geometric forms.
2. Shrubs groups (more than one of the same species planted adjacent to each other) shall be allowed to grow together.
3. At maturity, plants shall fully and completely fill planting areas unless clearly shown otherwise on the drawings.
4. Except as noted below, shrubs shall not be sheared. Instead, branches shall be “headed back” prior to the ultimate desired length by removing the terminal bud and adjacent leaf groups if necessary for shape and to promote lateral branching. a. Straight rows of small-leaved evergreen shrubs shall be pruned as hedges, forming a solid and dense mass as either a border or background.
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Packet Pg. 1146 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
32 98 00 - 4 Landscape Maintenance
b. Groundcover shall be edged by shearing as required to maintain walkway clearance and keep a neat appearance.
5. Dead or declining leaves of strap-leafed plants shall be removed in their entirety, but in all cases, the overall shape of the plant shall be maintained as a hemisphere rather than a vase, allowing leaves to arch toward the ground. Tipprune leaves with sharp pruners only if needed for appearance.
6. Pollarding or heading back of trees shall not be allowed.
C. All crossing or rubbing branches shall be removed, in favor of the stronger or best placed branch.
D. Tree pruning to maintain required clearances shall be performed as required to maintain:
1. Pedestrian passage: seven feet of overhead clearance
2. Vehicular passage: fourteen feet of overhead clearance from the travelway.
E. Pruning to frame views or for other aesthetic purposes shall be done only as directed by the City’s Representative.
3.6 MULCH
A. Mulch shall be reapplied to shrub and groundcover areas throughout the maintenance period as required to maintain the original depths specified.
B. Mulch shall be topped off just prior to final acceptance.
3.7 DEBRIS
A. All clippings, pruning, and other herbaceous or woody material shall be collected and transported to a green waste recycling center at no additional cost to the owner.
B. All trash shall be bagged, removed, and legally disposed of off-site.
3.8 IRRIGATION
A. Contractor shall operate, visually inspect, and adjust the system weekly for proper operation and to minimize or eliminate overspray and runoff.
B. Adjust programming as required for optimal plant health, providing deep irrigation without water loss below the root zone, and avoiding overwatering and runoff.
C. Hand watering, if required, shall use a diffuser and minimize soil disturbance.
D. Repairs, if necessary, shall be accomplished within twenty four hours, and at no additional expense to the owner.
END OF SECTION
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Packet Pg. 1147 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 05 26 - 1 Utility Line Signs, Markers, and Flags
SECTION 33 05 26
UTILITY LINE SIGNS, MARKERS, AND FLAGS
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Utility line signs, markers, and flags for underground utilities.
1.2 REFERENCES
A. American Society of Mechanical Engineers (ASME) A13.1 - Scheme for the Identification of Piping Systems
1.3 SUBMITTALS
A. Per Item 5.6 of the General Conditions.
B. Product Data: Provide data acknowledging that products meet requirements of standards referenced.
C. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
PART 2 - PRODUCTS
2.1 PLASTIC LINE MARKER
A. Detectable warning tape shall be provided for all underground utilities. Undergroundtype conductive line markers shall conform to ASME A13.1 and be permanent, brightly colored, continuous-printed plastic tape, intended for direct burial service; not less than 6 inches wide by 4 mils thick. Provide color coding appropriate with utility with "CAUTION __________ (insert applicable utility) LINE BURIED BELOW" in large black letters. Plastic line markers and tracer tape shall be Presco, Emed Co. Inc., or equal.
2.2 TRACER WIRE
A. All underground chilled water, domestic water, utility water, non-metallic gas, pressurized sanitary sewer, and storm drain piping shall be accompanied by a tracer wire. Tracer wire shall be solid core #10 copper wire with a thermoplastic insulation recommended for direct burial.
B. Wire Connectors: Wire connections shall be made with 3M DBR-6, a properly sized split bolt connector or equal. The connection shall be watertight and provide electrical continuity. 3M Scotchkote Electrical Coating, or equal.
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Packet Pg. 1148 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 05 26 - 2 Utility Line Signs, Markers, and Flags
PART 3 - EXECUTION
3.1 INSTALLATION
A. Utility piping markers and tracers shall be installed in accordance with the manufacturer's instructions. Have on hand all installation manuals, brochures, and procedures for the equipment and materials concerned.
B. Plastic coding tape shall be installed directly over the pipe, 18 to 24 inches above the top of the pipe.
C. Tracer wire shall be fastened to the top of the pipe so as not to be displaced or broken during backfilling, such as by affixing the wire to the pipe with duct tape at approximately 10-foot intervals.
D. Both ends of tracer wire shall be accessible at all utility valve boxes and locator boxes and shall be terminated on the top of the valve or locator box as detailed.
E. For directional drilling, auguring or boring installations, a minimum of two #10 tracer wires shall be installed with the pipe and connected to the tracer wire at both ends to ensure at least one wire is useable.
F. When connecting tracer wire with 3M DBR-6 Direct Bury Splice Kit, install per manufactures instructions. When connecting tracer wire with a split bolt connector, wrap the connection with vinyl electrical tape then apply 3M Scotchkote Electrical Coating evenly over splice, extending a short distance onto the cable insulation.
Repeat application to provide two layers of tape and coating.
3.2 TESTING
A. Contractor shall perform continuity testing on all trace wire in the presence of the City’s Representative.
3.3 REPAIR/RESTORATION
A. If the trace wire is found to be not continuous after testing, Contractor shall repair or replace the failed segment of the wire.
END OF SECTION
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Packet Pg. 1149 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 1 Water Utility Distribution Piping
SECTION 33 11 00
WATER UTILITY DISTRIBUTION PIPING
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Pipe and fittings for site domestic and utility water lines.
1.2 RELATED SECTIONS
A. Section 33 05 26 Utility Line Signs, Markers, and Flags
1.3 REFERENCES
A. American Water Works Association (AWWA) C104/A21.4 - Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water
B. AWWA C105/A21.5 - Polyethylene Encasement for Ductile-Iron Pipe Systems C. AWWA C110/A21.10 - Ductile-Iron and Gray-Iron Fittings D. AWWA C111/A21.11 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings
E. AWWA C115/A21.15 - Flanged Ductile-Iron Pipe with Ductile-Iron or Gray-Iron Threaded Flanges
F. AWWA C151/A21.51 - Ductile-Iron Pipe, Centrifugally Cast, for Water G. AWWA C153/A21.53 - Ductile-Iron Compact Fittings for Water Service H. AWWA C600 - Standard for Installation of Ductile-Iron Water Mains and Their Appurtenances
I. AWWA C800 - Underground Service Line Valves and Fittings J. AWWA C900 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In.
Through 12 In., for Water Transmission and Distribution K. AWWA C905 - Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14 Inches Through 48 Inches, for Water Transmission and Distribution L. The American Society of Mechanical Engineers (ASME) B16.1 - Gray Iron Pipe Flanges and Flanged Fittings (Classes 25, 125, and 250) M. ASME B16.18 - Cast Copper Alloy Solder Joint Pressure Fittings N. ASME B16.22 - Wrought Copper and Copper Alloy Solder Joint Pressure Fittings
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Packet Pg. 1150 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 2 Water Utility Distribution Piping
O. American Society for Testing and Materials (ASTM) A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature of High Pressure Service and Other Special Purpose Applications P. ASTM D1784 - Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds Q. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
R. State of California, Department of Health Services, “Criteria for the Separation of Water and Sanitary Sewer”
1.4 SUBMITTALS
A. Product Data: Provide data acknowledging that products meet requirements of standards referenced.
B. Manufacturer's Installation Instructions: Indicate special procedures required to install products specified.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
D. Restraint Calculation: Provide calculations for mechanical restraint distances for all pipe joints. Provide data acknowledging that calculations provided conform to manufacturer's recommendations for size of pipe, type of pipe, and site soil type.
E. Project Record Documents:
F. Record location of pipe runs, connections, valves, thrust restraints and invert elevations.
G. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.
H. Results of testing.
PART 2 - PRODUCTS
2.1 PVC PIPE
A. All pipe shall be continuously and permanently marked with manufacturer’s name, pipe size, class or pressure rating in pounds per square inch (psi) units.
B. Pipe, 4 inch through 12 inch: PVC pipe shall be bell and spigot type of materials specified in ASTM D1784, Class 12454, minimum Pressure Class 200, conforming to AWWA C900. Outside diameter pipe dimension shall be manufactured to cast iron pipe equivalent. Underwriters' Laboratories, Inc. (UL) listed, Factory Mutual and National Sanitation Foundation (NSF) approved. Pipe shall be furnished in minimum standard lengths of 20 feet.
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Packet Pg. 1151 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 3 Water Utility Distribution Piping
C. Pipe, 14 inch and larger: PVC pipe shall be bell and spigot type minimum Pressure Class 165, conforming to AWWA C905. Outside diameter pipe dimension shall be manufactured to cast iron pipe equivalent. Underwriters' Laboratories, Inc. (UL) listed, Factory Mutual and National Sanitation Foundation (NSF) approved. Pipe shall be furnished in minimum standard lengths of 20 feet.
D. Joints: Joints shall be cast iron mechanical joint type, bell and spigot, or push-on type, 250 pound working pressure. Bell and spigot type shall have elastomeric rubber ring joints, conforming to AWWA C111. Elastomeric ring shall be factory bonded into bell grove and meet requirements of ASTM F477.
E. Fittings: Fittings shall be ductile iron pipe conforming to AWWA C153, size 3 through 24 inch, and AWWA C110 greater than 24 inch, and shall be 350 psi working pressure rated. Couplings, sleeves, and accessories shall be manufactured by U.S.
Pipe TrimTyte, Union Foundry, Tyler; or equal.
F. Mechanical Joint Restraints: Pipes shall be restrained using a wedge action, selfactuating lug type restraint device. PVC pipe mechanical restraints shall be manufactured by EBAA Iron Sales, StarGrip, or equal.
1. Flanged outlets shall conform to ASME B16.1, 125 pounds. Bolts and nuts for flanges shall be Type 304 stainless steel, ASTM A193, Grade B8M hex head bolts and ASTM A194, Grade 8M, hex head nuts. Washers shall be of the same material as the bolts. Unless otherwise noted, flanges on all DIP spools shall conform to AWWA C115.
2. Miscellaneous nuts and bolts shall be Type 304 stainless steel.
2.2 DUCTILE IRON PIPE
A. Pipe: DIP pipe shall be Class 350 conforming to AWWA C151 with cement mortar lining in accordance with AWWA C104. Pipe shall be furnished in minimum standard lengths of 20 feet.
B. Joints: Joints shall be either bell and spigot end, push-on type or cast iron mechanical joint type, 250 pound working pressure, with elastomeric rubber ring joints, conforming to AWWA C111.
C. Fittings: Fittings shall be ductile iron pipe conforming to AWWA C153, size 3 through 24 inch, and AWWA C110 greater than 24 inch, and shall be 350 psi working pressure rated. Couplings, sleeves, and accessories shall be manufactured by U.S.
Pipe TrimTyte, Union Foundry, Tyler; or equal.
D. Mechanical Joint Restraints: Pipes shall be restrained using a wedge action, selfactuating lug type restraint device. DIP pipe mechanical restraints shall be EBAA Iron Sales, StarGrip, or equal.
E. Flanged outlets shall conform to ASME B16.1, 125 pounds. Bolts and nuts for flanges shall be Type 304 stainless steel, ASTM A193, Grade B8M hex head bolts and ASTM A194, Grade 8M, hex head nuts. Washers shall be of the same material as the bolts. Unless otherwise noted, flanges on all DIP spools shall conform to AWWA C115.
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Packet Pg. 1152 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 4 Water Utility Distribution Piping
F. Miscellaneous nuts and bolts shall be Type 304 stainless steel.
G. All ductile iron pipe and fittings shall be wrapped in polyethylene per AWWA C105.
2.3 COPPER PIPE, LESS THAN 4 INCHES
A. Piping, 1.5 inches and under: Seamless copper tubing conforming to AWWA C800, Type K, soft tempered
B. Piping, 2 inches to 4 inches: Seamless copper tubing conforming to AWWA C800, Type K, hard temper
C. Joints: Silfoss connections
D. Fittings: Cast copper ASME B16.18 or wrought copper ASME B16.22 E. Threaded connections shall be soft soldered.
2.4 ACCESSORIES
A. Pipe Supports, Rods and Clamps: Socket clamps shall be stainless steel, four bolt type, equipped with stainless steel socket clamp washers and nuts Anvil Fig. 595 and 594, Elcen Fig. 37 and 37X, or equal.
1. Rods shall be stainless steel, 3/4 inch diameter.
B. All underground water piping shall be accompanied by a tracer wire and line marker as specified in Section 33 05 26, Utility Line Signs, Markers, and Flags.
PART 3 - EXECUTION
3.1 HANDLING AND STORAGE
A. Handling: Pipe fittings and accessories shall be carefully inspected before and after installation and those found defects shall be rejected. Pipe and fittings shall be free from fins and burrs. Before being placed in position, pipe, fittings and accessories shall be cleaned, and shall be maintained in a clean condition. Proper facilities shall be provided for lowering sections of pipe into trenches. Under no circumstances shall pipe, fittings or any other material be dropped or dumped into trenches.
B. Storage: Pipe should be stored, if possible, at the job site in unit packages provided by the manufacturer. Caution should be exercised to avoid compression damage or deformation to bell ends of the pipe. Pipe should be stored in such a way as to prevent sagging or bending and protected from exposure to direct sunlight by covering with an opaque material while permitting adequate air circulation above and around the pipe. Should the green color fade during storage to a point where, in the opinion of the City's Representative the color would not be clearly evident to a person uncovering a small portion of the pipe, the faded pipe shall be rejected. Gaskets should be stored in a cool, dark place out of the direct rays of the sun, preferably in original cartons.
3.2 INSTALLATION
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Packet Pg. 1153 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 5 Water Utility Distribution Piping
A. Bell-and-spigot pipe shall be laid with the bell end pointing in the direction of laying.
Pipe shall be graded in straight lines, taking care to avoid the formation of any dips or low points. Pipe shall not be laid when the conditions of trench or weather are unsuitable. Pipe shall be supported at its proper elevation and grade, care being taken to secure firm and uniform support. Wood support blocking will not be permitted. The full length of each section of pipe and fittings shall rest solidly on the pipe bed, with recessed excavation to accommodate bells, joints and couplings.
Anchors, thrust blocks, and supports shall be provided where necessary and where indicated on the Drawings for fastening work into place. Fittings shall be independently supported.
B. Have on hand all installation manuals, brochures, and procedures for the equipment and materials concerned.
C. Follow manufacturer instructions, where such are provided, in all cases that cover points not shown on the Drawings or specified herein. Manufacturer's instructions do not take precedence over the Drawings and Specifications. Where manufacturer's instructions are in conflict with the Drawings and Specifications, submit the conflicting instructions to the City's Representative for clarification before performing the work.
D. Cut pipe ends square, ream pipe and tube ends to full pipe diameter, remove burrs.
No wedge type roller cutters shall be permitted.
E. Remove scale and dirt on inside and outside before assembly.
F. Prepare pipe connections to equipment with flanges or unions.
G. Hand trim excavation for accurate placement of pipe to elevations indicated.
H. Buried pipe shall have at least 36 inches of cover (for pipes sizes up to 8 inches), 40 inches of cover (for 10 inch pipe), 44 inches of cover (for 12 inch pipe), or 48 inches of cover (for pipe sizes 16 inches and greater), and 6 inches of clearance from other utilities. Horizontal and vertical separation of domestic water lines must conform to the State of California, Department of Health Services, “Criteria for the Separation of Water and Sanitary Sewer”.
I. Use fittings to make all changes in direction and size unless otherwise indicated on the Drawings.
J. Maintain factory plastic end covers on the pipe during storage. Caps shall be removed upon installation of pipe to insure cleanliness.
K. Backfill around sides and to top of pipe with cover fill, tamp in place and compact, and then complete backfilling.
L. Lay piping on a bed of the specified sand, at least 6-inches thick, on firm undisturbed earth. Remove loose rock, clods, and debris from the trench before placing bedding sand and before laying any pipe.
M. The piping shall be made up with the pipe barrel bearing evenly along its full length on the sand bed on the bottom of the trench.
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Packet Pg. 1154 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 6 Water Utility Distribution Piping
N. In the case of steel or other rigid joint piping, excavate holes under joints and connections for access for making up, welding, testing and wrapping joints.
O. Thoroughly clean out each section of pipe and fitting before lowering into the trench.
Clean each pipe or fitting by swabbing-out, brushing-out, blowing-out with compressed air, washing-out with water, or by any combination of these methods necessary to remove all foreign matter.
P. If cleaned pipe sections and fittings cannot be placed in the trench without getting dirt into the open ends, tie tightly woven canvas or other type of approved cover over the ends of the pipes and fittings until they have been lowered into position in the trench.
After removal of the covers in the trench, completely remove foreign matter from the pipe ends and fittings. Under no circumstances shall pipe be dropped or dumped into trench.
Q. Do not lower any pipe or fitting into a trench that contains water. Pump water from wet trenches, and keep the trenches dry until the joints have been completed and the open ends of the pipes have been closed with watertight plugs or bulkheads. Do not remove the plug or bulkhead unless the trench is dry.
R. Assemble lengths of PVC pipe such that centerline of two pipes being joined do not form an angle exceeding 3 degrees in any plane.
S. The lubricant used in the installation of sealing gaskets shall be suitable for use in potable water and shall not contribute odors. It shall be delivered to the job in closed containers and shall be kept clean and applied with dedicated, clean applicator brushes.
T. Install tracer wire on top of non-metallic pipe as specified in Section 33 05 26 Utility Line Signs, Markers and Flags.
U. Install continuous line marker above top of pipe as specified in Section 33 05 26 Utility Line Signs, Markers and Flags.
V. Polyethylene wrap on DIP shall be installed per manufacturer’s recommendations.
W. Install air release valves on all pipeline high points.
3.3 CONNECTIONS TO EXISTING WATER SYSTEM
A. Utility interruption shall be in accordance with City of San Carlos Standards.
B. In preparation for tie-ins to utility systems, the Contractor shall coordinate with the City's Representative before draining and/or blowing the existing piping prior to start of tie-in work by the Contractor.
3.4 TESTING
A. Water piping shall be hydrostatically tested at 150 psi pressure for two hours. Provide all instruments, facilities, and labor to conduct testing and placing in operation.
Leakage rate shall not exceed 0.02 gallon per hour per inch diameter per 100 feet of buried piping.
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Packet Pg. 1155 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 11 00 - 7 Water Utility Distribution Piping
B. Piping shall be tested in sections. Testing under this Section shall be done before final connections to existing utility piping are made. Connections at existing utilities shall be visually inspected for leaks and all leaks repaired.
C. Any part of the system, including all accessories, that shows failure during testing shall immediately be repaired or replaced with new materials. The system shall be completely retested after repair for replacement. This procedure shall be repeated, if necessary, until all parts of the system withstand the specified tests. No additional compensation will be provided for retesting.
D. Tests shall be witnessed by the City's Representative. At least 48 hours notice of tests shall be given.
E. Perform field inspection and testing in accordance with City of San Carlos’s Standards.
3.5 FLUSHING AND DISINFECTION
A. All domestic water piping shall be flushed and disinfected upon installation.
END OF SECTION
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Packet Pg. 1156 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 1 Sanitary Utility Sewerage Piping
SECTION 33 31 00
SANITARY UTILITY SEWERAGE PIPING
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Sanitary sewer piping, material, fittings, and accessories for gravity lines.
B. Connection of site sanitary sewer system to existing sanitary sewer system.
1.2 RELATED SECTIONS
A. Section 33 05 26 Utility Signs, Markers, and Flags
B. Section 33 39 23 Sanitary Utility Sewerage Cleanouts
1.3 REFERENCES
A. American Society for Testing and Materials (ASTM) D1784 - Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds
B. ASTM D2241 - Standard Specification for PolyVinyl Chloride (PVC) Pressure-Rated Pipe (SDR Series)
C. ASTM D2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications
D. ASTM D3034 - Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings
E. ASTM D3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals
F. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe
G. American Water Works Association (AWWA) C105/A21.5 - Polyethylene Encasement for Ductile-Iron Pipe Systems
H. AWWA C111/A21.11 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings
I. AWWA C151/A21.51 - Ductile-Iron Pipe, Centrifugally Cast, for Water J. AWWA C153/A21.53 - Ductile-Iron Compact Fittings for Water Service K. “Greenbook” Standard Specifications for Public Works Construction, 2006 Edition L. State of California, Department of Health Services, “Criteria for the Separation of Water and Sanitary Sewer.”
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Packet Pg. 1157 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 2 Sanitary Utility Sewerage Piping
M. UPC, Uniform Plumbing Code, current edition
1.4 SUBMITTALS
A. Product Data: Provide data acknowledging that products meet requirements of standard referenced.
B. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
D. Project Record Documents:
1. Record location of pipe runs, connections, manholes and invert elevations.
2. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.
PART 2 - PRODUCTS
2.1 PVC PIPE, PIPING 12 INCHES AND UNDER
A. Pipe: PVC pipe shall be bell-and-spigot type conforming to ASTM D3034, Type PSM, SDR 35 of materials specified in ASTM D1784, Class 12454 or 12364. Bells shall be integral with pipe. Spigot end pipe with separate double hub couplings is not acceptable. Type PSM, SDR 26 PVC pipe and fittings conforming to ASTM D3034 shall be utilized for piping larger that 12 inches in diameter, piping installed deeper than 15 feet, or piping installed in close proximity to domestic water lines as specified in Section 33 31 00, Part 3. High-Density Polyethylene (HDPE) is not an acceptable product and will not be considered for product substitution.
B. Joints: Joints shall be PVC specified in ASTM D3212, elastomeric joints using elastomeric seals complying with ASTM F477.
C. Fittings: SDR 35 PVC conforming D3034 for PSM type, ASTM D2241, and ASTM D1784, Class 12454 or 12364. The strength class of fittings shall no be less than the strength class of any adjoining pipe.
2.2 DUCTILE IRON PIPE
A. Pipe: DIP pipe shall be Class 50 AWWA C151 with hub and spigot ends. Pipe shall be furnished in minimum standard lengths of 20 feet.
B. Joints: DIP with elastomeric rubber ring joints conforming to AWWA C111 for pushon or mechanical joints C. Fittings: Fittings shall be ductile iron pipe conforming to AWWA C153, size 3 through 24 inch, and AWWA C110 greater than 24 inch, and shall be 350 psi working pressure rated. Couplings, sleeves, and accessories shall be manufactured by U.S.
Pipe TrimTyte, Union Foundry, Tyler; or equal.
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Packet Pg. 1158 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 3 Sanitary Utility Sewerage Piping
D. Pipe Lining: DIP pipe and fittings shall be ceramic epoxy lined with PROTECTO 401 Ceramic Epoxy or equal. Pipe to be epoxy lined shall be delivered to the coating application facility without asphalt, cement lining, or any other lining on the interior surface. DIP with previously removed lining shall not be permitted for installation.
1. The interior of the pipe shall receive 40 mils nominal dry film thickness of ceramic epoxy. Surface Preparation and lining application shall be in accordance with the coating manufacturer’s recommendations.
2. Touch-up and repair shall be performed in accordance with the coating manufacturer’s recommendations.
3. Inspection and certification by coating manufacturer:
a. All DIP pipe and fittings shall be checked for thickness using a magnetic film thickness gauge. The thickness testing shall be done using the method outlined in SSPC PA-2 Film Thickness Rating.
b. The interior of the lining of all pipe barrels and fittings shall be tested for pinholes with a non-destructive 2500 volt test. Any defects found shall be repaired prior to shipment.
c. Each pipe joint and fitting shall be marked with the date of application of the lining system along with its numerical sequence of application on that date and records maintained by the applicator of applicator's work. d. The pipe or fitting manufacturer shall supply a certificate attesting that the applicator met the requirements of this specification, and that the material used was as specified.
4. Ceramic epoxy lined pipe and fittings shall be handled only from the outside of the pipe and fittings. No forks, chains, straps, hooks, etc. shall be placed inside the pipe and fittings for lifting, positioning, or laying. The pipe shall not be dropped or unloaded by rolling. Care shall be taken not to let the pipe strike sharp objects while swinging or being offloaded. DIP shall not be placed on grade by use of hydraulic pressure from an excavator bucket or by force with heavy hammers.
2.3 ACCESSORIES
A. Cleanouts shall be as indicated on the Drawings and as specified in Section 33 39 23 Sanitary Sewerage Cleanouts.
B. Line Marker shall be as specified in Section 33 05 26 Utility Line Signs, Markers, and Flags.
C. All ductile iron pipe and fittings shall be wrapped in polyethylene per AWWA C105.
PART 3 - EXECUTION
3.1 INSTALLATION
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Packet Pg. 1159 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 4 Sanitary Utility Sewerage Piping
A. Have on hand all installation manuals, brochures, and procedures for the equipment and materials concerned.
B. Follow manufacturer instructions, where such are provided, in all cases that cover points not shown on the Drawings or specified herein. Manufacturer's instructions do not take precedence over the Drawings and Specifications. Where manufacturer's instructions are in conflict with the Drawings and Specification, submit the conflicting instructions to the City's Representative for clarification before performing the work.
C. Minimum cover over pipe shall be 3 feet from top of pipe to finished grade, unless otherwise noted.
D. Bedding and cover shall be as specified in Section 31 23 33 Trenching and Backfilling.
E. Hand trim excavation for accurate placement of pipe to elevations indicated.
F. Immediately before placing pipe in final position and joining, check bedding for confirmation to specification requirements. Backfill around sides and to top of pipe with cover fill, tamp in place and compact, then complete backfilling.
G. Pipe and accessories shall be inspected for defects prior to lowering into trench. Any defective, damaged, or unsound pipe shall be replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench.
Install PVC pipe, fittings, and accessories in accordance with ASTM D2321 and manufacturer's instructions.
H. Lay pipe to slope gradients noted on layout drawings; with maximum variation from true slope of 1/8 inch in 10 feet. The slope shall be smooth.
I. Install continuous line marker above top of pipe as specified in Section 33 05 26, Utility Line Signs, Markers and Flags.
J. Protect pipe and bedding cover from damage or displacement until backfilling operation is in progress.
K. Maintain proper separation between potable water lines as specified in the State of California, Department of Public Health, “Criteria for the Separation of Water and Sanitary Sewer.”
L. Do not lower any pipe or fitting into a trench that contains water. Pump water from wet trenches, and keep the trenches dry until the joints have been completed and the open ends of the pipes have been closed with watertight plugs or bulkheads. Do not remove the plug or bulkhead unless the trench is dry.
M. Installation shall comply with requirements of Section 01 57 23 Temporary Storm Water Pollution Control.
N. Each pipe-compression-type joint shall be joined with a lock-in rubber ring and a ring groove that is designed to resist displacement during pipe insertion. The ring and the ring seat inside the bell shall be wiped clean before the gasket is inserted. At this time, a thin film of lubricant shall be applied to the exposed surface of the ring and to the outside of the clean pipe end. Lubricant other than that furnished with the pipe
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Packet Pg. 1160 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 5 Sanitary Utility Sewerage Piping
shall not be used. The end of the pipe shall then be forced into the ring to complete the joint. The pipe shall not be deflected either vertically or horizontally in excess of the printed recommendations of the manufacturer of the coupling.
3.2 CONNECTIONS TO EXISTING SEWER MAIN
A. Utility interruption shall be in accordance with City of San Carlos Standards.
B. Where laterals are the same size as the main, connection must be made with a manhole. Use a wye for all other lateral connections except for lateral connections to existing mains 12 inches and larger.
C. Take care while making tap connections to prevent concrete or debris from entering existing pipe or structure. Remove debris, concrete, or other extraneous material, which may accumulate.
3.3 CLEANING AND FLUSHING
A. All sewer lines shall be tested for obstructions and cleaned by a method that shall be approved by the City's Representative. Clean interior of pipe by flushing if required to remove collected debris. Any obstructions or irregularities shall be removed or repaired by the Contractor. All testing, cleaning, and repairing shall be done to the satisfaction of the City's Representative. The Contractor shall dispose of all waste, including water, at no additional expense to City. The water shall not be allowed to enter existing storm drain or sanitary sewer systems without the prior approval of the City's Representative.
B. The entire piping system shall be thoroughly flushed out until acceptance of the City's Representative. All tests shall be conducted at such times as directed by and in the presence of the City's Representative.
C. For piping greater than 6 inches and any main piping, clean pipe shall be tested by propelling a snug fitting inflated rubber ball through the pipe with water to remove any debris.
D. For piping 6 inches and smaller, flush piping applying full size pipe flushing.
3.4 TESTING
A. Leak Testing: Testing shall be performed after completion of all underground work and shall be successfully completed prior to commissioning (placing in service) any portion of the sewer system. The program of testing must fit the condition as mutually determined by the City's Representative and the Contractor. The Contractor shall take all necessary precautions to prevent any joints from drawing while the pipelines or their appurtenances are being tested. Contractor shall, at no additional cost to City, correct any excess leakage and repair any damage to the pipe and its appurtenances or to any structure indicated by or resulting from these tests.
1. Water exfiltration testing shall be conducted between two consecutive manholes.
The lower end of the pipe to be tested shall be plugged as well as the inlet sewer of the upper manhole.
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Packet Pg. 1161 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 6 Sanitary Utility Sewerage Piping
2. The hydrostatic head for test purposes shall be at least 4 feet above the water table and crown of pipe at the upstream manhole. In every case, the height of the water table at the time of the test shall be determined by exploratory holes or such other methods approved by the City's Representative. The City's Representative shall make the final decisions regarding test height for the water in the pipe section being tested. The length of pipe tested by exfiltration shall be limited so that the pressure on the invert of the lower end of the section shall not exceed 20-feet of water column.
3. Pipe and joints shall sustain a maximum leakage limit of 250 gallons per inch pipe diameter per mile per 24 hours, as measured over a period of 30 minutes minimum.
4. All sewer lateral connection footage included in the test section and subjected to minimum head specified shall be taken into account in computing allowable leakage.
5. Dispose of test water in a manner that will not damage or interfere with adjacent property and in a manner acceptable with the City's Representative and all regulatory agencies.
6. Even though the test for leakage is within the prescribed limits, the Contractor shall repair any obvious leaks.
B. Low pressure air testing may be used in lieu of water exfiltration testing for pipelines 12 inches in diameter and smaller when approved in advance by the City’s Representative. The following procedure shall be used for air testing:
1. Plug all pipe outlets with suitable test plugs. Brace each plug securely.
2. If the pipe to be tested is submerged in ground water, insert a pipe probe, by boring or jetting, into the backfill material adjacent to the center of the pipe, and determine the pressure in the probe when air passes slowly through it. This is the back pressure due to ground water submergence over the end of the probe. All gauge pressures in the test should be increased by this amount.
3. Add air slowly to the portion of the pipe installation under test until the internal pressure is raised to 5.0 psig.
4. Check exposed pipe and plugs for abnormal leakage by coating with a soap solution. If any leakage is observed, bleed off air and make necessary repairs.
5. After an internal pressure of 5.0 psig is obtained, allow at least two minutes for air temperature to stabilize, adding only the amount of air required to maintain pressure.
6. After the two minute period, disconnect the air supply and start stopwatch. The pressure of 5.0 psig shall be maintained for 5 minutes.
7. As an alternative, the Contractor may request the air testing procedure as presented in Section 306-1.4.4 of the 2006 edition of the “Greenbook” Standard Specifications.
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Packet Pg. 1162 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 31 00 - 7 Sanitary Utility Sewerage Piping
8. Adjust air pressure requirements if ground water table is above the sewer line being tested. An increase of 0.433 psi for each foot the ground water level is above the invert of the pipe shall be applied.
C. Deflection Testing shall be conducted by the Contractor for PVC SDR 35 pipe 6 inches in diameter and larger. Deflection testing is not required for PVC SDR 26 or DIP piping.
1. After pipe installation and not less than 30 days after completion of the trench backfill, but prior to placement of pavement, PVC SDR 35 pipe shall be cleaned and mandrel tested for obstructions such as, but not limited to, deflections, joint offsets, and lateral pipe intrusions.
2. A rigid mandrel shall be pulled through the pipe by hand. Mechanical pulling device will not be allowed. The mandrel shall be rigid, nonadjustable and having an effective length of not less than its nominal interior diameter of the pipe being tested. The outside diameter of the mandrel shall be, at a minimum, 95 percent of the inside diameter of the pipe being tested after debeading.
3. Mandrel shall be pulled through each run of installed pipe in the presence of City's Representative. If the mandrel is caught in the pipe and cannot be pulled completely through, the section of pipe where the mandrel is caught is deemed defective.
4. All obstructions encountered by the mandrel shall be corrected by the Contractor.
Obstructions due to deflection shall be corrected by replacement of the overdeflected pipe. Mechanical re-rounding is not permitted.
5. If a section of pipe fails to meet the mandrel test and is reinstalled and fails a second time, said section(s) of pipe shall be replaced with rigid pipe material approved by the City’s Representative.
D. If tests indicate Work does not meet specified requirements, remove Work, replace and retest at no additional cost to City.
E. All tests shall be witnessed by the City's Representative. At least 48 hours notice of tests shall be given.
F. Perform field inspection and testing in accordance with City of San Carlos Standards.
END OF SECTION
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Packet Pg. 1163 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 39 16 - 1 Sand/Oil Separator
SECTION 33 39 16
SAND/OIL SEPARATOR
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Sand/Oil Separator and Sample Box.
1.2 RELATED SECTIONS
A. Section 31 23 33 Trenching and Backfilling
1.3 REFERENCES
A. ASTM C 890 - Standard Practice for Minimum Structural Design Loading for Monolithic or Sectional Precast Concrete Water and Wastewater Structures B. ASTM C 891 - Standard Practice for Installation of Underground Precast Concrete Utility Structures
C. ASTM C 913 - Standard Specification for Precast Concrete Water and Wastewater Structures
1.4 SUBMITTALS
A. Product Data: Provide data acknowledging that products meet requirements of standards referenced.
B. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
D. Project Record Documents:
1. Record location of pipe runs, connections, inlets, manholes and invert elevations.
PART 2 - PRODUCTS
2.1 SAND/OIL SEPARATOR AND SAMPLE BOX
A. 800 gallon sand/oil separator; Mid State Concrete Products Concrete Sand Trap 800 Gal Traffic, or approved equal.
B. 24-inch diameter sample box.
C. Comply with ASTM C 913.
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Packet Pg. 1164 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 39 16 - 2 Sand/Oil Separator
D. Include rubber-gasketed joints, vent connections, manholes, compartments or baffles, and piping or openings to retain sand and oil and to permit wastewater flow.
E. Heavy-Traffic Load: Comply with ASTM C 890, A-16.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install precast concrete separator and sample box according to ASTM C 891.
B. Set separator and sample box level and plumb.
C. Set tops of manhole frames and covers flush with finished surface in pavements.
D. All joints between precast concrete vault sections shall be made watertight. A plastic joint sealing compound shall be installed according to the manufacturer's recommendations to provide a watertight joint which remains impermeable throughout the design life of the structure
END OF SECTION
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Packet Pg. 1165 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 39 23 - 1 Sanitary Utility Sewerage Cleanouts
SECTION 33 39 23
SANITARY UTILITY SEWERAGE CLEANOUTS
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Sewerage cleanout requirements and access.
1.2 RELATED SECTIONS
A. Section 33 31 00 Sanitary Utility Sewerage Piping
1.3 REFERENCES
A. ASTM C891 - Standard Practice for Installation of Underground Precast Concrete Utility Structures
1.4 SUBMITTALS
A. Product Data: Provide data acknowledging that products meet requirements of standard referenced.
B. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
D. Project Record Documents:
1. Record location of cleanouts and invert elevations.
PART 2 - PRODUCTS
2.1 CLEANOUTS
A. Cleanouts shall be as indicated on Drawings and shall comply with campus standard details.
B. Cleanout components shall be the same size and same pipe material as the lateral and shall be a pipe extension to grade with compression plug.
C. Curb box shall be over the riser pipe. A precast concrete box, Christy F8, with cast iron lid or equal shall be used in non-traffic areas. A Christy G5 concrete box with cast iron lid or equal shall be used in traffic areas. Lids shall be marked “SEWER.” PART 3 - EXECUTION
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Packet Pg. 1166 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 39 23 - 2 Sanitary Utility Sewerage Cleanouts
3.1 INSTALLATION
A. Installation shall comply with ASTM C891 and as detailed, Service Lateral and Cleanout.
B. Cleanouts shall be installed 18 inches from face of curb or 12 inches maximum behind sidewalk. Where service is in a driveway, install cleanout 18 inches behind apron.
C. In cases where the cleanout installation conflicts with existing facilities, the Contractor shall verify in writing any alternative location with the City's Representative prior to installation.
D. Placement of cleanout in concrete box shall be vertical and centered in the box.
3.2 TESTING
A. Testing shall conform to the testing requirements in Section 33 31 00 Sanitary Utility Sewerage Piping.
B. Perform field inspection and testing in accordance with City of San Carlos Standards.
END OF SECTION
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Packet Pg. 1167 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 41 00 - 1 Storm Utility Drainage Piping
SECTION 33 41 00
STORM UTILITY DRAINAGE PIPING
PART 1 - GENERAL
1.1 SECTION INCLUDES
A. Storm drainage piping, fittings, basins, and accessories (gravity systems only).
B. Connection of drainage system to existing drainage system.
C. Inlets and Cleanouts.
1.2 RELATED SECTIONS
A. Section 01 57 23 Temporary Storm Water Pollution Control B. Section 31 23 33 Trenching and Backfilling
1.3 REFERENCES
A. American Society for Testing and Materials (ASTM) A 746 - Standard Specification for Ductile Iron Gravity Sewer Pipe; 2003.
B. ASTM D 3034 - Standard Specification for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings; 2004a.
C. ASTM D 2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications; 2005.
D. American Water Works Association (AWWA) C111/A21.11 – American National Standard for Rubber Gasket Joints For Cast Iron and Ductile Iron Pressure Pipe and Fittings; 2000.
1.4 DEFINITIONS
A. Bedding: Fill placed under, beside and directly over pipe, prior to subsequent backfill operations.
1.5 SUBMITTALS
A. Product Data: Provide data acknowledging that products meet requirements of standards referenced.
B. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.
C. Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
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Packet Pg. 1168 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 41 00 - 2 Storm Utility Drainage Piping
D. Project Record Documents:
1. Record location of pipe runs, connections, inlets, cleanouts, manholes and invert elevations.
2. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.
PART 2 - PRODUCTS
2.1 DRAINAGE PIPE MATERIALS
A. Plastic Pipe: ASTM D 3034, Type PSM, SDR 35, Poly Vinyl Chloride (PVC) material; inside nominal diameter as indicated on Drawings.
B. Plastic Pipe Joint Seals: ASTM D 3212 PVC elastomeric joints using elastomeric seals complying with ASTM F 477.
C. Ductile Iron Pipe: A 746; inside nominal diameter as indicated on Drawings.
D. Ductile Iron Pipe Joint Seals: AWWA C111/A21.11 rubber gaskets.
E. Corrugated High Density Polyethylene Pipe (CPEP): Pipe shall have a smooth interior and annular exterior corrugations. Pipe and fitting material shall be high density polyethylene meeting ASTM D3350 minimum cell classification 324420C for 4-10 inches diameters or 335420C for 12-60 inches diameters. Pipes 4-10 inches in diameter shall meet American Association of State Transportation Officials (AASHTO) M252, Type S, and 12-48 inches diameter shall meet AASHTO M294, Type S. Pipe material shall be a slow crack resistance material evaluated using the single point notched constant tensile load (SP-NCTL) test. Average SP-NCTL test specimens must exceed 24 hours with no test result less than 17 hours.
F. Corrugated High Density Polyethylene Pipe (CPEP) Joint Device: Bell-and-spigot meeting AASHTO M252, AASHTO M294 or MP7. Joints shall be silt-tight and nonrated watertight. Gaskets shall be made of polyisoprene meeting the requirements of ASTM F477 with the addition that the gaskets shall not have any visible cracking when tested according to ASTM D1149 after 72-hour exposure in 50 PPHM ozone at 104 degrees F.
G. Fittings: Same material as pipe molded or formed to suit pipe size and end design, in required tee, bends, elbows, cleanouts, reducers, traps and other configurations required.
2.2 PIPE ACCESSORIES
A. Line Marker: Provide line markers in accordance with Section 33 05 26 Utility Line Signs, Markers, and Flags
2.3 DRAIN INLETS (DROP INLETS)
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Packet Pg. 1169 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 41 00 - 3 Storm Utility Drainage Piping
A. Size and type as indicated on the Drawings. Precast Design load: H-20. Acceptable precast manufacturers:
1. Jensen Precast
2. Oldcastle
3. Approved equal.
2.4 BEDDING AND COVER MATERIALS
A. Pipe Bedding Material: As specified in Section 31 23 33 Trenching and Backfilling.
B. Pipe Cover Material: As specified in Section 31 23 33 Trenching and Backfilling.
PART 3 - EXECUTION
3.1 TRENCHING
A. See Section 31 23 33 Trenching and Backfilling for additional requirements.
B. Hand trim excavation for accurate placement of pipe to elevations indicated.
C. Backfill around sides and to top of pipe with cover fill, tamp in place and compact, then complete backfilling.
3.2 PIPE INSTALLATION
A. Lay piping beginning at low point of system, true to grades and alignment indicated on Drawings, with unbroken continuity of invert.
B. Install pipe, fittings, and accessories in accordance with manufacturer’s instructions.
Seal watertight.
1. Plastic Pipe: Also comply with ASTM D 2321.
C. Lay pipe to slope gradients noted on layout drawings; with maximum variation from true slope of 1/8 inch in 10 feet.
D. Install continuous line marker 18 inches above top of pipe; coordinate with Section 31 23 33 Trenching and Backfilling.
3.3 DRAIN INLET INSTALLATION
A. As recommended by manufacturer.
3.4 PIPE PENETRATIONS
A. For pipe penetrations through existing manholes, core through, provide gasket around pipe, grout penetration on both sides and provide a minimum of 6 inches around collar outside of the maintenance hole or inlet structure penetration.
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Packet Pg. 1170 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 41 00 - 4 Storm Utility Drainage Piping
3.5 TAP CONNECTIONS
A. Make connections to existing piping and underground structures so that finished Work will conform as nearly as practicable to requirements specified for new Work.
B. Into underground structures or pipes 24 inches and larger: Cut opening into unit sufficiently large to allow 3 inches of concrete to be packed around entering connection. Cut ends of connection passing through pipe or structure wall to conform to shape of and be flush with inside wall. On outside of pipe or structure wall, encase entering connection in 6 inches of concrete for minimum length of 12 inches to provide additional support of collar from connection to undisturbed ground. Provide 3000 pounds per square inch concrete. Use epoxy bonding compound as interface between new and existing concrete and piping materials.
C. Take care while making tap connections to prevent concrete or debris from entering existing pipe or structure. Remove debris, concrete, or other extraneous material, which may accumulate.
3.6 CLEANING
A. Piping greater than 8 inches: clean pipe to be tested by propelling a snug fitting inflated rubber ball through the pipe with water to remove any debris.
B. Piping 8 inches and smaller: flush piping applying full size pipe flushing.
3.7 LEAK TESTING
A. Testing of all portions of the system including maintenance holes is required.
B. For either exfiltration or infiltration test, the maximum leakage shall not exceed 250 gallons per inch of pipe diameter per mile per 24 hours as measured over a period of 30 minutes minimum. Should the leakage exceed the maximum allowable rate, the contractor shall repair, overhaul, or rebuild the defective portion of the sewer line.
After repairs have been completed by the Contractor, the line shall be retested as specified above.
C. Maintenance holes shall be filled with water to the rim of the frame casting and shall lose no more than 2 inches over a period of 30 minutes.
D. The final test shall be performed after the line has been laid and all backfill placed and compacted. The Contractor, at Contractor’s option, may test the line at any time during construction. However, the final test for acceptance shall be made only after all backfill is in place and compacted. In the event that the exfiltration test prescribed above is impractical due to wet trench conditions, these portions of the sewer line where such conditions are encountered will be tested for infiltration. The City’s Representative shall determine whether the exfiltration or infiltration test will be used.
E. Even though the test for leakage is within the prescribed limits, the Contractor shall repair any obvious leaks.
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Packet Pg. 1171 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION #16
33 41 00 - 5 Storm Utility Drainage Piping
F. Low pressure air testing may be used in lieu of water testing at the option of the Contractor. Water testing may be required by the City’s Representative. The following procedure shall be used for air testing:
1. Plug all pipe outlets with suitable test plugs. Brace each plug securely.
2. If the pipe to be tested is submerged in ground water, insert a pipe probe, by boring or jetting, into the backfill material adjacent to the center of the pipe, and determine the pressure in the probe when air passes slowly through it. This is the back pressure due to ground water submergence over the end of the probe. All gauge pressures in the test should be increased by this amount.
3. Add air slowly to the portion of the pipe installation under test until the internal pressure is raised to 5.0 psig.
4. Check exposed pipe and plugs for abnormal leakage by coating with a soap solution. If any leakage is observed, bleed off air and make necessary repairs.
5. After an internal pressure of 5.0 psig. is obtained, allow at least two minutes for air temperature to stabilize, adding only the amount of air required to maintain pressure.
6. After the two minute period, disconnect the air supply and start stopwatch. The pressure of 5.0 psig shall be maintained for 5 minutes.
7. As an alternate, the contractor may request the air testing procedure as presented in Section 306-1.4.4 of the 1997 edition of the “Greenbook” Standard Specifications.
END OF SECTION
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Packet Pg. 1172 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION 16
48 41 00 - 1 Solar PV System for Design Build Criteria
SECTION 48 14 00
SOLAR PV SYSTEM DESIGN BUILD CRITERIA
SECTION 48 14 00 – SOLAR PV SYSTEM DESIGN BUILD CRITERIA PART 1 - GENERAL
1.1 DESCRIPTION
A. Provide a fully integrated grid tied photo-voltaic system complete and suitable for outdoor roof top use. Size as follows:
1. The intended system size is 10kW (AC) minimum.
2. Use 16.5 watts/SF panels minimum.
3. 120/208, 3ph, 4-wire is the building service voltage. PV System shall interconnect at this voltage.
4. Locate inverters in Electrical Room.
5. System shall use string inverters. Micro-inverters shall not be used.
6. PV module string voltage shall not exceed 1000VDC.
7. PV system DC voltage drop shall be 3% or less.
8. PV system AC voltage drop shall be 2% or less.
B. It is the intent of these specifications to ensure that the PV systems installed are consistent with and adhere to any and all California Building Codes and standards, the California Solar Initiative program, applicable utility rules and tariffs.
C. The system shall be designed by a licensed electrical engineer and installed by a licensed electrical contractor.
D. Refer to Architectural Roof Plan for locations of PV panels.
PART 2 - PRODUCTS
2.1 MODULES:
A. PV modules must be listed on the Go Solar California List of Eligible SB1 Compliant Photovoltaic Modules and must qualify for eligibility under the California Solar Initiative (CSI) Program or the New Solar Homes Partnership (NSHP) program.
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Packet Pg. 1173 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION 16
48 41 00 - 2 Solar PV System for Design Build Criteria
B. System must comply with IEEE 1262 “Recommended Practice for Qualifications of Photovoltaic Modules”.
2.2 ELECTRIC POWER REQUIREMENTS:
A. Power provided must be compatible with the onsite distribution system: 120/208V, 3ph, 4-wire.
B. Power capacity should be measured at the inverter AC output using the PVUSA Test Conditions (PTC), i.e. 1000 W/m2, 20 degrees C ambient temperature and wind speed of 1 m/s.
C. The System must include all the hardware needed for the solar PV.
D. All systems must be installed in accordance with all applicable requirements of local electrical codes and the National Electrical Code (NEC), including but not limited to Article 690, “Solar Photovoltaic (PV) Systems” and Article 705 – “Interconnected Electrical Power Production Sources”.
E. Systems must be designed and installed using UL or ETL listed components, including mounting systems.
F. Modules must be certified to UL 1703 – “Flat-Plate Photovoltaic Modules and Panels”.
G. Inverters must comply with the following requirements:
1. IEEE 929-2000 – “Recommended Practice for Utility Interface of Photovoltaic Systems”
2. UL 1741 – “Standard for Static Inverters and Charge Controllers for use in Photovoltaic Systems”
3. Listed on the CEC list of eligible inverters
H. Other technical codes that will apply include:
1. AMSE PTC 50 (solar PV performance)
2. ANSI Z21.83 (solar PV performance and safety)
3. NFPA 853 (solar PVs near buildings)
4. NEPA 70 (electrical components)
5. IEEE 1547 (interconnections)
6. National Electrical Safety Code – ANSI C2 – 1999
7. All applicable State Building Codes and requirements.
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Packet Pg. 1174 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION 16
48 41 00 - 3 Solar PV System for Design Build Criteria
3’ 3
3’
I. All Balance of Systems (wiring, component, raceways, and connections) must be suited for conditions for which they are to be installed. If selected inverter(s) are not rated NEMA 3R or better and are installed in exterior locations, then they shall be installed in all-weather NEMA 4X enclosures PV system must have a stand alone performance meter or an inverter with a built in performance meter.
J. Electrical contractor will install all conduit within the building. PV installer is responsible for raceways exposed on the roof.
K. Electrical contractor will provide AC disconnect switch at main electrical room. PV Installer shall pull AC conductors from AC combiner at roof down to AC disconnect in electrical room.
L. Interconnection must comply with PG&E standards.
M. Installer shall be responsible to apply and obtain all the necessary permits and approvals at DBI and PG&E. Installer shall also assist the General Contractor scheduling all the necessary inspections with DBI and PG&E and obtaining all final approval of the system once installation is completed.
N. Add a 10-year Warranty.
2.3 METERS
A. Provide revenue grade Interval Data Recording (IDR) meters complete with industry standard telemetry for communication with Ethernet, cellular or other common output capabilities.
2.4 STRUCTURAL REQUIREMENTS
A. Structural components provided in structural drawings shall be used for installation.
General contractor for the building project will install roof mounting equipment as well as roof top canopy system. PV installer will be responsible for module rails and racking system.
B. Any roof penetrations must be designed and constructed in collaboration with the roofing manufacturer responsible for the roof and roofing material warranty to ensure that the existing roof warranty is not invalidated by the installation of the PV system.
C. A 4' safety zone from the roof edge to the PV system must be maintained. The 4' foot safety zone is not necessary when PV panels are mounted on trellis. A 4' clear path of travel must be maintained to and around all rooftop equipment.
2.5 INVERTER WEB MONITORING
A. Provide web monitoring module for each inverter (if multiple inverters are provided):
factory installed module, detailed power data, energy output graphs for hourly, daily,
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Packet Pg. 1175 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) SHAH KAWASAKI ARCHITECTS SAN CARLOS FIRE STATION 16
48 41 00 - 4 Solar PV System for Design Build Criteria
2017
weekly and monthly graphs of voltage vs. power output, data available for each inverter and the total system, energy output can be exported in spreadsheet format, online help.
2.6 EQUIPMENT REQUIREMENTS
A. PV inverter warranty shall be minimum of 10 years.
B. PV module workmanship warranty shall be a minimum of 10 years.
C. PV module performance warranty for 80% output shall be a minimum of 25 years.
D. PV inverter and modules shall be from Tier I only manufacturers.
E. Rapid Shutdown
1. Rapid shutdown of the PV system shall comply with 2019 CEC 690.12.
2. Rapid shutdown shall be initiated on loss of utility AC or manually from an initiation device located next the PV AC disconnect.
PART 3 - EXECUTION
3.1 OPERATION AND MAINTENANCE
A. As part of the acceptance of the solar PV system, the contractor shall demonstrate satisfactory operation of the system. Provide two hard copy and five CDs or USB drives of the complete operations manuals and instruction on how to operate and shut down the solar PV system.
B. Contractor shall provide two (2) two-hour trainings for owner’s personnel that will service equipment.
END OF SECTION 48 14 00
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Packet Pg. 1176 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
APPENDIX A
DAILY WORK REPORT
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Packet Pg. 1178 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
DAILY WORK REPORT
(Non-Federally Funded Project)
Project Name: File No.: Date:Contractor: Work Hours: Weather:
Item # Description Unit New and Unforeseen Work [ ] None [ ] Yes, describe:
Equip. # Description Hours Hourly Rate Ext. Amount Emp. # Employee Name Hours Hourly Rate Ext. Amount
SUBTOTAL COST OF EQUIPMENT
Inv. # Description Unit Unit Cost Ext. Amount
SUBTOTAL COST OF MATERIALS SUBTOTAL COST OF LABOR
12% Labor Surcharge for regular time (see Special Provisions) Inv. # Description Amount 11% Labor Surcharge for overtime (see Special Provisions) SubsistenceTravel ExpenseOther
TOTAL COST OF LABOR
+ 35% on labor
SUBTOTAL COST OF WORK DONE BY SPECIALISTS TOTAL COST OF EQUIPMENT, MATERIALS AND WORK + 15% on equipment and material
+ 5% on work done by specialists
TOTAL COST
MATERIAL
WORK done by specialists
LABOR
CONTRACT WORK PERFORMED
Survey Station
DIARY AND REMARKS
EQUIPMENT
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Packet Pg. 1179 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
APPENDIX B
DESIGN-LEVEL GEOTECHNICAL
EXPLORATION
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Packet Pg. 1181 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Copyright © 2020 by ENGEO Incorporated. This document
may not be reproduced in whole or in part by any means
whatsoever, nor may it be quoted or excerpted without the express written consent of ENGEO Incorporated.
FIRE STATION NO. 16
SAN CARLOS, CALIFORNIA
DESIGN-LEVEL GEOTECHNICAL EXPLORATION
SUBMITTED TO
Vatsal Patel
City of San Carlos
600 Elm Street
San Carlos, CA 94070
PREPARED BY
ENGEO Incorporated
May 29, 2020
Revised June 25, 2020
PROJECT NO.
13387.000.011
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Packet Pg. 1182 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
GEOTECHNICAL
ENVIRONMENTAL
WATER RESOURCES
CONSTRUCTION SERVICES
6399 San Ignacio Avenue, Suite 150 y San Jose, CA 95119 y (408) 574-4900 y Fax (888) 279-2698 www.engeo.com
Project No.
13387.000.011
May 29, 2020
Revised June 25, 2020
Vatsal Patel
City of San Carlos
600 Elm Street
San Carlos, CA 94070
Subject: Fire Station No. 16
San Carlos, California
DESIGN-LEVEL GEOTECHNICAL EXPLORATION
Dear Mr. Patel:
We are pleased to present this geotechnical report for the proposed Fire Station No. 16 replacement located in San Carlos, California. We characterized the subsurface conditions at the site to provide the enclosed geotechnical recommendations for design.
Based on the results of our exploration, from a geotechnical engineering viewpoint the planned development at the site is feasible provided that the recommendations contained in this report are properly incorporated into the design plans and specifications, and implemented during construction. The main considerations for the planned development at this site include high seismicity, near surface expansive soil, and potentially corrosive soil. We address these hazards and provide our recommendations for design and construction in the following report.
Our experience and that of our profession clearly indicate that the risk of costly design, construction, and maintenance problems can be significantly lowered by retaining the design geotechnical engineering firm to review the project plans and specifications and provide geotechnical observation and testing services during construction. Please let us know when working drawings are nearing completion, and we will be glad to discuss these additional services with you.
If you have any questions or comments regarding this report, please call and we will be glad to discuss them with you.
ENGEO Incorporated
Kevin McFadden Robert H. Boeche, CEG
Yanet Zepeda, PE
km/yz/rhb/cjn
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Packet Pg. 1183 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
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TABLE OF CONTENTS
LETTER OF TRANSMITTAL
1.0 INTRODUCTION .................................................................................................. 1
1.1 PURPOSE AND SCOPE .................................................................................................... 1
1.2 PROJECT LOCATION AND DESCRIPTION ..................................................................... 1
1.3 PROPOSED DEVELOPMENT ........................................................................................... 1
2.0 FINDINGS ............................................................................................................ 1
2.1 SITE HISTORY ................................................................................................................... 1
2.2 REGIONAL AND SITE GEOLOGY ..................................................................................... 2
2.3 SEISMICITY ........................................................................................................................ 2
2.4 FIELD EXPLORATION ....................................................................................................... 2
2.5 SURFACE AND SUBSURFACE CONDITIONS ................................................................. 3
2.6 GROUNDWATER CONDITIONS ....................................................................................... 3
2.7 LABORATORY TESTING ................................................................................................... 4
3.0 DISCUSSION AND CONCLUSIONS ................................................................... 4
3.1 SEISMIC HAZARDS ........................................................................................................... 4
3.1.1 Ground Rupture ..................................................................................................... 5
3.1.2 Ground Shaking ..................................................................................................... 5
3.1.3 Liquefaction ............................................................................................................ 5
3.1.4 Lateral Spreading ................................................................................................... 6
3.2 EXISTING FILL ................................................................................................................... 6
3.3 EXPANSIVE SOIL............................................................................................................... 7
3.4 SOIL CORROSION POTENTIAL ........................................................................................ 7
3.5 2019 CBC SEISMIC DESIGN PARAMETERS ................................................................... 8
4.0 EARTHWORK RECOMMENDATIONS ............................................................... 9
4.1 DEMOLITION AND STRIPPING ......................................................................................... 9
4.2 OVER-OPTIMUM SOIL MOISTURE CONDITIONS ........................................................... 9
4.3 ACCEPTABLE FILL .......................................................................................................... 10
4.4 FILL COMPACTION.......................................................................................................... 10
4.4.1 Grading in Structural Areas .................................................................................. 10
4.4.2 Underground Utility Backfill .................................................................................. 10
4.5 SITE DRAINAGE .............................................................................................................. 11
4.6 LANDSCAPING CONSIDERATION ................................................................................. 11
5.0 FOUNDATION RECOMMENDATIONS ............................................................. 11
5.1 STRUCTURAL MAT FOUNDATION ................................................................................ 11
5.2 SPREAD FOOTINGS........................................................................................................ 12
5.3 LATERAL RESISTANCE .................................................................................................. 12
6.0 RETAINING WALLS .......................................................................................... 13
6.1 LATERAL SOIL PRESSURES .......................................................................................... 13
6.2 RETAINING WALL DRAINAGE ........................................................................................ 13
6.3 BACKFILL ......................................................................................................................... 14
6.4 FOUNDATIONS ................................................................................................................ 14
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Packet Pg. 1184 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
TABLE OF CONTENTS (Continued)
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7.0 PAVEMENT DESIGN ......................................................................................... 14
7.1 FLEXIBLE PAVEMENTS .................................................................................................. 14
7.2 RIGID PAVEMENT ........................................................................................................... 14
7.3 PAVEMENT SUBGRADE PREPARATION ...................................................................... 15
7.4 CUT-OFF CURBS ............................................................................................................. 15
7.5 EXTERIOR FLATWORK ................................................................................................... 16
8.0 CONSTRUCTION MONITORING ...................................................................... 16
9.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS ....................................... 16
SELECTED REFERENCES
FIGURES
APPENDIX A – Boring Logs
APPENDIX B – Laboratory Test Data
APPENDIX C – Corrosivity Test Results by CERCO Analytical
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Packet Pg. 1185 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
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1.0 INTRODUCTION
1.1 PURPOSE AND SCOPE
We prepared this geotechnical report for design and construction of the Fire Station No. 16 planned in San Carlos, California. The City of San Carlos authorized us to analyze the data and subsurface conditions using the following scope of services. x Review of available literature and geologic maps
x Subsurface field exploration
x Laboratory testing
x Data analysis and conclusions
x Report preparation
For our use in preparation of this report, we received the following.
1. Shah Kawasaki Architects; Schematic Design, Fire Station No. 16, May 9, 2020.
We prepared this report for the exclusive use of the City of San Carlos and its consultants for design of the project described in Section 1.3 of this report. In the event that any changes are made in the character, design, or layout of the development, we must be contacted to review the conclusions and recommendations contained in this report to evaluate whether modifications are recommended. This document may not be reproduced in whole or in part by any means whatsoever, nor may it be quoted or excerpted without our express written consent.
1.2 PROJECT LOCATION AND DESCRIPTION
The approximately ¼-acre site is bound by Alameda de las Pulgas to the east, Howard Avenue to the south, and residences to the north and west. A creek is located approximately 100 feet north of the site. The site is currently occupied by the existing fire station building, asphalt and concrete paved areas, and landscaped areas. The project site is relatively flat at an approximate elevation of 106 feet. The eastern border of the site along Alameda De Las Pulgas gently slopes down to the street elevation at approximately 8:1 (horizontal:vertical).
1.3 PROPOSED DEVELOPMENT
Based on the concept plans, we understand the existing one-story fire station building will be replaced with a two-story building situated at a finish floor elevation approximately 2¾ feet below finish floor of the existing building. Associated improvements will include retaining walls up to 4 feet in height, concrete and asphalt pavement, hardscape areas, underground utilities to support the fire station, and landscaped areas.
2.0 FINDINGS
2.1 SITE HISTORY
We reviewed historic aerial photographs of the site dated between 1930 and 2016. The earliest available photograph from 1930 indicates that prior to development the site was used for agriculture. The site appeared to be generally flat prior to development. The current fire station
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building is first visible in the 1960 photograph. No changes in the building structure are evident in the time between its construction and present day.
2.2 REGIONAL AND SITE GEOLOGY
The site is located along the roughly northwest-southeast-trending linear ridge between the San Andreas fault zone and the western margin of the San Francisco Bay. Regional geologic mapping by Brabb (1998, Figure 3) indicates that the property is underlain by Franciscan Complex units including Franciscan Sandstone. The sandstone was mapped as greenish-gray to buff, fine- to coarse-grained with interbedded siltstone and shale, which comprise less than 20 percent of the unit.
2.3 SEISMICITY
The site is not located within an Earthquake Fault Special Study Zone; however, large (greater than Moment Magnitude 7) earthquakes have historically occurred in the region and many earthquakes of low magnitude occur every year. The Regional Faulting and Seismicity Map (Figure 5) shows the approximate locations of nearby faults and significant earthquakes recorded within the region.
The following table summarizes the distances to mapped, active regional faults and estimated maximum magnitude within approximately 30 miles. We utilized the United States Geologic Survey (USGS) Spatial Query tool that is based on the 2008 National Seismic Hazard Maps used to develop the 2019 California Building code seismic parameters. Refer to Figure 4 for a Regional Faulting and Seismicity map that shows known USGS faults and former earthquake epicenters and magnitudes.
TABLE 2.3-1: Regional Faults and Seismicity
FAULT NAME DISTANCE FROM
SITE (MILES)
MAXIMUM MOMENT
MAGNITUDE
San Andreas 2.9 8.1
Monte Vista-Shannon 3.6 6.5
San Gregorio 11.5 7.5
Hayward-Rodgers 15.9 7.3
Calaveras 22.3 7.0
Latitude: 37.489 Longitude: -122.263
2.4 FIELD EXPLORATION
Our field exploration included drilling three borings on site. We performed our field exploration on May 1, 2020. The approximate locations of our borings are shown on Figure 2. We estimated the locations of our explorations using a recreational grade handheld GPS and from features visible in aerial photographs. A summary of exploration surface and total exploration depths are provided in Table 2.4-1.
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TABLE 2.4-1: Exploration Summary
EXPLORATION
LOCATION
APPROXIMATE
SURFACE ELEVATION
(FEET, NAVDD88)
TOTAL DEPTH
(FEET)
1-B1 112 25
1-B2 115 37½
1-B3 114 46½
A representative from our firm observed the drilling and logged the subsurface conditions at each location. We retained the services of a drilling crew operating a track-mounted drill rig and advanced the borings using hollow stem auger methods to depths ranging from 25 to 46½ feet below existing ground surface (bgs). We permitted and backfilled the borings in accordance with the requirements of San Mateo County. Soil cuttings were drummed and transported for disposal off-site.
We obtained soil samples at various intervals using standard penetration test (SPT) samplers with a 2-inch outside diameter (O.D. split-spoon sampler) and California Modified samplers with 2½-inch inside diameter (I.D.). We obtained the blow counts shown on our bore logs with an automatic trip, 140-pound hammer with a 30-inch free fall. We drove the sampler 18 inches and recorded the number of blows for each 6 inches of penetration. We have not converted the blow counts presented on the borelogs using any correction factors.
We provide additional information about specific subsurface conditions at each location in our exploration logs in Appendix A. The soil type, color, consistency, and visual classification provided in the logs are in general accordance with the Unified Soil Classification System.
2.5 SURFACE AND SUBSURFACE CONDITIONS
The site is currently occupied by the existing Fire Station building and associated paved parking areas. Our explorations encountered up to 3½ inches of Asphaltic Concrete and 6 inches of Aggregate Base in the paved areas.
Subsurface conditions encountered at our boring locations consisted of up to 1½ feet of existing fill material consisting of sandy gravel. Existing fill was generally underlain by medium-dense clayey sand and stiff to hard lean clay with varying amounts of gravel and sand. Bedrock was encountered in boring 1-B2 at a depth of 35 feet bgs. Boring 1-B3 was advanced to a depth of 46½ feet bgs without encountering bedrock.
2.6 GROUNDWATER CONDITIONS
We measured the depth to static groundwater in our borings following completion of drilling. We encountered groundwater in two borings approximately 21 and 25½ feet below the ground surface. These depths correspond to approximately Elevation 88 feet (WGS84). We summarize our findings in the table below:
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TABLE 2.6-1: Recorded Groundwater Levels
EXPLORATION
LOCATION
ESTIMATED
GROUNDWATER DEPTH
(FEET BGS)
ESTIMATED
GROUNDWATER
ELEVATION
(FEET, NAVD88)
1-B1 21 91
1-B2 25½ 89½
1-B3 N/A* N/A*
* Groundwater not encountered.
For the purposes of our analyses and recommendations, we consider an appropriate design groundwater depth of approximately 20 feet below the existing ground surface. Fluctuations in the level of groundwater may occur due to variations in rainfall, irrigation practices, and other factors not evident at the time measurements were made.
2.7 LABORATORY TESTING
We performed laboratory tests on select soil samples to evaluate their engineering properties.
For this project, we performed laboratory testing as shown in the table below.
TABLE 2.7-1: Laboratory Testing
SOIL CHARACTERISTIC TESTING METHOD LOCATION OF
RESULTS
Natural Unit Weight ASTM D7263 Appendix A
Natural Moisture Content ASTM D2216 Appendix A
Atterberg Limits ASTM D4318 Appendix B
Grain Size Distribution ASTM D1140 Appendix B
Unconfined Compression ASTM D2166 Appendix B
Laboratory test results are shown on the boring logs (Appendix A). We include individual laboratory test results in Appendix B and additional corrosivity test results performed by CERCO Analytical in Appendix C.
3.0 DISCUSSION AND CONCLUSIONS
Based on the results of our exploration, from a geotechnical engineering viewpoint, development of the site with the proposed improvements is feasible provided the recommendations contained in this report are properly incorporated into the design plans and specifications, and implemented during construction. The main considerations for the planned development at this site include high seismicity, near-surface expansive soil, and potentially corrosive soil. We address these hazards and provide our recommendations for design and construction in the following sections.
3.1 SEISMIC HAZARDS
Potential seismic hazards resulting from a nearby moderate to major earthquake can generally be classified as primary and secondary. The primary effect is ground rupture, also called surface faulting. The common secondary seismic hazards include ground shaking and liquefaction. The following sections present a discussion of these hazards as they apply to the site. Based on
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topographic and lithologic data, the risk of regional subsidence or uplift, lurching, landslides, tsunamis, or seiches is low to negligible at the site.
3.1.1 Ground Rupture
As described above, the site is not located within a State of California Earthquake Fault Hazard Zone (Figure 4) and no known faults cross the site. Therefore, it is our opinion that ground rupture is unlikely at the subject property.
3.1.2 Ground Shaking
Seismic design provisions of current building codes generally prescribe minimum lateral forces, applied statically to the structure, combined with the gravity forces of dead and live loads. The code-prescribed lateral forces are generally considered to be substantially smaller than the comparable forces that would be associated with a major earthquake. Therefore, structures should be able to: (1) resist minor earthquakes without damage, (2) resist moderate earthquakes without structural damage but with some nonstructural damage, and (3) resist major earthquakes without collapse, but with some structural as well as nonstructural damage. Conformance to the current building code recommendations does not constitute any kind of guarantee that significant structural damage would not occur in the event of a maximum magnitude earthquake; however, it is reasonable to expect that a well-designed and well-constructed structure will not collapse or cause loss of life in a major earthquake (SEAOC, 1996).
3.1.3 Liquefaction
The site is partially located within a mapped State of California Seismic Hazard Zone for areas that may be susceptible to liquefaction (Figure 4).
Soil liquefaction results from loss of strength during cyclic loading, such as imposed by earthquakes. The soil considered most susceptible to liquefaction is clean, loose, saturated, uniformly graded fine sand below the groundwater table. Empirical evidence indicates that loose silty sand is also potentially liquefiable. When seismic ground shaking occurs, the soil is subjected to cyclic shear stresses that can cause excess hydrostatic pressures to develop. If excess hydrostatic pressures exceed the effective confining stress from the overlying soil the soil may temporarily behave as a viscous fluid and is said to have liquefied; if the sand consolidates or vents to the surface during and following liquefaction, ground settlement and surface deformation may occur. In addition to liquefaction of sandy materials, clayey soil can also undergo “cyclic-softening” or strength loss as a result of cyclic loading.
To assess liquefaction potential of medium dense clayey sand encountered below groundwater, we performed SPT-based liquefaction analyses using Youd et al. (NCEER 1998) (2001), Seed (2003), and Idriss and Boulanger (2008). These methodologies indicated medium dense clayey sand encountered in boring 1-B2 at approximately 20 feet below ground surface may be potentially liquefiable. We utilized the criteria presented by Bray and Sancio to refine our assessment of the liquefaction potential. Bray and Sancio observed that soil with a plasticity index (PI) less than 12 and a water content (wc) to liquid limit (LL) ratio of more than 0.85 are susceptible to liquefaction/cyclic-softening. Soil with PI greater than 18 and/or wc/LL less than 0.8 were deemed to be not susceptible to liquefaction because they are too plastic and/or their water contents are too low.
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We considered the Bray and Sancio criteria at this site and plotted wc/LL versus PI for our available laboratory data collected from medium dense clayey sand. As shown in Exhibit 3.1.3-1, the laboratory data from layers identified as potentially liquefiable plot as not susceptible to liquefaction based on these criteria.
EXHIBIT 3.1.3-1: Assessment of Liquefaction Potential based on Bray and Sancio (2006) Criteria.
Based on the findings of our assessment, the potential for liquefaction at the site is low.
3.1.4 Lateral Spreading
Lateral spreading is a failure within a nearly horizontal soil zone (possibly due to liquefaction) that causes the overlying soil mass to move toward a free face or down a gentle slope. The closest free face to the proposed improvements is the creek north of the site. Based on the subsurface conditions encountered and findings of our liquefaction assessment, we consider the risk of lateral spreading at the project site to be very low.
3.2 EXISTING FILL
We encountered existing fill material in one boring to a depth of 1½ feet bgs. The existing fill material generally consists of sandy gravel. Existing fill may be present at through this depth at various locations throughout the site.
Based on the findings of our exploration, we anticipate approximately 1½ feet of existing fill could be present across the site. Based on the concept plans provided to us, we understand site grading will include cuts of approximately 1 to 3 feet across the site, therefore, we anticipate existing fill will be removed as part of site grading to achieve proposed grades. 0 10
20 30
40 50
0.2 0.4 0.6 0.8 1 1.2 1.4
Plasticity Index
wc/LL
Bray & Sancio 2006 Criteria
1-B1@15' 1-B2@20
Moderately Susceptible to Liquefaction
Susceptible to Liquefaction
Likely Not Susceptible to Liquefaction
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The extent of undocumented fill should be evaluated by our representative during grading to ensure its complete removal.
3.3 EXPANSIVE SOIL
We encountered moderately to highly expansive near-surface soil at the site. The results of Atterberg Limit tests show Plasticity Indices (PIs) ranging between 13 to 28 for samples collected from the upper 10 feet of soil (both in the existing fill material and underlying native clay). The results indicate the soil exhibits moderate to high shrink/swell potential.
Expansive soil can shrink and swell as a result of moisture changes. This can cause heaving and cracking of slabs-on-grade, pavements, and structures founded on shallow foundations. Building damage due to volume changes associated with expansive soil can be reduced by: (1) using a rigid mat foundation that is designed to resist the settlement and heave of expansive soil, (2) deepening the foundations to below the zone of moisture fluctuation, i.e. by using deep footings or drilled piers, and/or (3) using footings at normal shallow depths but bottomed on a layer of select fill having a low expansion potential.
It is imperative that exposed soil be kept moist prior to placement of concrete for foundation construction. It can be difficult to remoisturize clayey soil without excavation, moisture conditioning, and recompaction. Conventional grading operations, incorporating fill placement specifications tailored to the expansive characteristics of the soil is a generally cost-effective measure to address the expansive potential of the foundation soil. We provide specific grading recommendations for compaction of the highly expansive clay soil at the site.
3.4 SOIL CORROSION POTENTIAL
As part of this study, we collected a soil sample for corrosivity testing. We delivered the sample to CERCO Analytical, who performed testing according to ASTM Test Methods for chloride, resistivity, pH, and redox. We include the CERCO laboratory results in Appendix C. We present a summary of the results in the table below.
TABLE 3.4-1: Soil Corrosivity Test Results
SAMPLE
LOCATION
DEPTH
(FEET,
BGS)
SOIL TYPE SULFATE
(MG/KG)
CHLORIDE
(MG/KG)
RESISTIVITY
(OHMS-CM) PH REDOX (MV)
1-B2 2½-4 Lean Clay N.D. 26 1,300 6.39 320
N.D. – None Detected
Based on the resistivity measurements, the sample is considered ‘corrosive’ with respect to corrosion of buried cast/ductile iron and steel structures according to the National Association of Corrosion Engineers’ 2006 “Corrosion Basics: An Introduction” interpretation of resistivity.
The sulfate ion concentrations reported as non-detect. The 2019 California Building Code (CBC) references the American Concrete Institute Manual, ACI 318-14 (Chapter 19) for concrete requirements. ACI Table 19.3.1.1 indicates the soil samples tested may be categorized as “S0” (‘Not Applicable’) sulfate exposure class. Considering a ‘Not Applicable’ sulfate exposure, there is no requirement for cement type or water cement ratio; however, a minimum concrete compressive strength of 2,500 psi is specified by the building code. For this sulfate range, we recommend a Type II cement and a concrete mix design for foundations and building slabs-on-grade that incorporate a maximum water-cement ratio of 0.50. It should be noted,
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however, that the structural engineering design requirements for concrete may result in more stringent concrete specifications.
The above recommendations are provided for general reference. If it is desired to investigate this further, we recommend a corrosion consultant be retained to evaluate whether specific corrosion recommendations are advised for the project.
3.5 2019 CBC SEISMIC DESIGN PARAMETERS
Based on the subsurface conditions encountered, we characterized the site as Site Class D in accordance with the 2019 California Building Code (CBC). We provide the 2019 CBC seismic design parameters in Table 3.5-1 below, which include design spectral response acceleration parameters based on the mapped Risk-Targeted Maximum Considered Earthquake (MCER) spectral response acceleration parameters.
TABLE 3.5-1: 2019 CBC Seismic Design Parameters, Latitude: 37.489 Longitude: -122.263
PARAMETER VALUE
Site Class D
Mapped MCER Spectral Response Acceleration at Short Periods, SS (g) 1.99 Mapped MCER Spectral Response Acceleration at 1-second Period, S1 (g) 0.825 Site Coefficient, FA 1.0
Site Coefficient, FV Null
MCER Spectral Response Acceleration at Short Periods, SMS (g) 1.99 MCER Spectral Response Acceleration at 1-second Period, SM1 (g) Null Design Spectral Response Acceleration at Short Periods, SDS (g) 1.332 Design Spectral Response Acceleration at 1-second Period, SD1 (g) Null Mapped MCE Geometric Mean (MCEG) Peak Ground Acceleration, PGA (g) 0.858 Site Coefficient, FPGA 1.1
MCEG Peak Ground Acceleration adjusted for Site Class effects, PGAM (g) 0.943 Long period transition-period, TL 12 sec
*A site-specific seismic hazard analysis is required to obtain these parameters unless the exception discussed in Section 11.4.8 is met. Under this exception, refer to ASCE 7-16 Table 11.4-2, Site Class D, to obtain Site Coefficient, FV.
Considering the planned development, we estimate the fundamental periods of the proposed structures to be less than 1.5Ts. Therefore, the structural engineer may consider exceptions of Section 11.4.8 of ASCE 7-16 as follows:
“A ground motion hazard analysis is not required for structures… where, structures on Site Class D sites with S1 greater than or equal to 0.2, provided the value of the seismic response coefficient Cs is determined by Eq. (12.8-2) of ASCE 7-16 for values of ܶ ͳǤͷܶௌ and taken as equal to 1.5 times the value computed in accordance with Eq. (12.8-3) of ASCE 7-16 for ͳǤͷܶ௦ ൏ܶܶ.”
We understand from information transmitted to us electronically that the Structural Engineer, ZFA, will be using the exception noted.
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4.0 EARTHWORK RECOMMENDATIONS
The relative compaction and optimum moisture content of soil and aggregate base referred to in this report are based on the most recent ASTM D1557 test method. Compacted soil is not acceptable if it is unstable. It should exhibit only minimal flexing or pumping, as determined by a representative of our firm.
As used in this report, the term “moisture condition” refers to adjusting the moisture content of the soil by either drying if too wet or adding water if too dry. We define “structural areas” as any area sensitive to settlement of compacted soil. These areas include, but are not limited to building pads, sidewalks, pavement areas, and retaining walls.
4.1 DEMOLITION AND STRIPPING
Grading operations should be observed and tested by our qualified field representative. We should be notified a minimum of three days prior to grading in order to coordinate our schedule with the grading contractor.
Site development should commence with the removal of existing pavement as well as excavation and removal of buried structures, including utilities and foundations. All debris and soft compressible soil should be removed from any location to be graded, from areas to receive fill or structures, and from areas to serve as borrow. The depth of removal of such materials should be determined by our representative in the field at the time of grading.
Existing vegetation should be removed from areas to receive fill or improvements and those areas to serve for borrow. Tree roots should be removed down to a depth of at least 3 feet below existing grade. Any topsoil that will be retained for future use in landscape areas should be stockpiled in areas where it will not interfere with grading operations. All excavations from demolition below design grades should be cleaned to a firm undisturbed native soil surface determined by our representative. This surface should then be scarified, moisture conditioned, and backfilled with compacted engineered fill. All backfill materials should be placed and compacted as engineered fill according to the recommendations in Section 4.4.
Materials and debris should be removed from the project site. With the exception of construction debris (wood, brick, asphalt, concrete, metal, etc.), organically contaminated materials (soil which contains more than 3 percent organic content by weight), and environmentally impacted soil (if any).
4.2 OVER-OPTIMUM SOIL MOISTURE CONDITIONS
The contractor should anticipate encountering excessively over-optimum (wet) soil moisture conditions during winter or spring grading, or during or following periods of rain. Wet soil can make proper compaction difficult or impossible. Wet soil conditions can be mitigated by:
1. Frequent spreading and mixing during warm dry weather.
2. Mixing with drier materials.
3. Mixing with a lime, lime-flyash, or cement product; or
4. Stabilizing with aggregate, geotextile stabilization fabric, or both.
We should evaluate Options 3 and 4 prior to implementation.
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4.3 ACCEPTABLE FILL
On-site soil material is suitable as fill material provided it is processed to remove concentrations of organic material, debris, and particles greater than 4 inches in maximum dimension.
Imported fill materials should meet the above requirements and have a plasticity index less than 12 and at least 20 percent passing the No. 200 sieve. It is important that we sample and test proposed imported fill materials at least 5 days prior to delivery to the site.
4.4 FILL COMPACTION
4.4.1 Grading in Structural Areas
After removing the loose soil in areas not requiring fill to achieve planned civil grades, the contractor should scarify to a depth of at least 8 inches then moisture condition and compact the subgrade in accordance with the table below. The loose lift thickness should not exceed 8 inches or the depth of penetration of the compaction equipment used, whichever is less.
TABLE 4.4.1-1: Fill Placement Requirements
MATERIALS FILL LOCATION
MINIMUM RELATIVE
COMPACTION
(%)
MINIMUM MOISTURE
CONTENT
(PERCENTAGE
POINTS ABOVE
OPTIMUM)
Site Soil General Fill 87 to 92 4
Low-Expansive Import Material General Fill 90 1
Site Soil and Low-Expansive
Import Material
Pavement
Subgrade* 95 1
Class 2 Aggregate Base Pavement Section 95 0
*Upper 6 inches in vehicular pavement areas
In landscape areas, the contractor should process, place and compact fill in accordance with the requirements above, except compact to at least 85 percent relative compaction.
4.4.2 Underground Utility Backfill
The contractor is responsible for conducting trenching and shoring in accordance with CALOSHA requirements. Project consultants involved in utility design should specify pipe-bedding materials.
Utility trench backfill should conform to the recommendations in Section 4.4.1.
Where utility trenches cross underneath structures, we recommend that a plug be placed within the trench backfill to help prevent the normally granular bedding materials from acting as a conduit for water to enter beneath the structure. The plug should be constructed using a sand-cement slurry (minimum 28-day compressive strength of 500 psi) or relatively impermeable native soil for pipe bedding and backfill. We recommend that the plug extend a distance of at least 3 feet in each direction from the point where the utility crosses the structure perimeter.
Jetting of backfill is not an acceptable means of compaction. Thicker loose lift thicknesses may be allowed based on acceptable density test results, where increased effort is applied to rocky fill, or for the first lift of fill over pipe bedding.
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Packet Pg. 1195 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
Page | 11 May 29, 2020
Revised June 25, 2020
4.5 SITE DRAINAGE
The project Civil Engineer is responsible for designing surface drainage improvements. With regard to geotechnical engineering issues, finish grades should be sloped away from buildings and pavements to the maximum extent practical. The latest California Building Code Section 1804.4 specifies minimum slopes of 5 percent away from foundations.
All roof stormwater should be collected and directed to downspouts. Stormwater from roof downspouts should be directed to a solid pipe that discharges to the street or to an approved outlet or onto an impervious surface, such as pavement that will drain at a 2 percent slope gradient.
Due to the generally high fines content anticipated in the near-surface site materials, the site soil encountered is not expected to have adequate permeability values to handle stormwater infiltration in grassy swales or permeable pavers. Therefore, best management practices should assume that little stormwater infiltration will occur at the site.
4.6 LANDSCAPING CONSIDERATION
As the near-surface soil is moderately to highly expansive, we recommend greatly restricting the amount of surface water infiltration near structures, pavements, flatwork, and slabs-on-grade. This may be accomplished by:
x Selecting landscaping that requires little or no watering, especially within 3 feet of structures, slabs-on-grade, or pavements.
x Using low precipitation sprinkler heads.
x Regulating the amount of water distributed to lawn or planter areas by installing timers on the sprinkler system.
x Providing surface grades to drain rainfall or landscape watering to appropriate collection systems and away from structures, slabs-on-grade, or pavements. x Preventing water from draining toward or ponding near the building foundation, slabs-ongrade, or pavements. x Avoiding open planting areas within 3 feet of the building perimeter.
We recommend that these items be incorporated into the landscaping plans.
5.0 FOUNDATION RECOMMENDATIONS
The proposed structure may be founded on shallow foundations consisting of a structural mat or footing system. We anticipate post-construction differential settlement for shallow foundations to be less than ½ inch over a lateral distance of 50 feet based on long-term consolidation settlement considering bearing pressure up to 3,000 psf.
5.1 STRUCTURAL MAT FOUNDATION
The proposed structure may be supported on a rigid mat foundation. The thickness of the mat will be determined by the structural design. The mat may be designed for a maximum bearing pressure of 1,500 pounds per square foot (psf) for dead-plus-live loads. The allowable bearing
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Packet Pg. 1196 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
Page | 12 May 29, 2020
Revised June 25, 2020
pressure can be increased by one-third for short-term loading that includes wind or seismic load combinations. We recommend that the mat be designed for a center span criteria of 20 feet and an edge cantilever criteria of 6 feet.
The upper 2 feet of pad grade should comprise engineered fill. Engineered fill should extend 3 feet beyond the structure pad footprint. The pad subgrade should be moisture conditioned to a moisture content of at least 4 percentage points above optimum if site soil is placed as engineered fill. The subgrade should not be allowed to dry prior to concrete placement.
Considering the placement of engineered fill for the building pad, a subgrade modulus of 100 psi/in can be used for structural mat design. The structural mat system should be designed with enough rigidity to span significant soil expansion induced irregularities.
5.2 SPREAD FOOTINGS
As an alternative to a structural mat foundation system, conventional footings may be used to support the proposed structure. We recommend the following minimum footing dimensions for footings excavated into competent native material.
TABLE 5.2-1: Minimum Footing Dimensions
FOOTING TYPE MINIMUM DEPTH
(INCHES)*
MINIMUM WIDTH
(INCHES)
Continuous 24 12
Isolated 24 18
* below lowest adjacent pad grade
The footing foundations recommended in the above table can be designed for a maximum allowable bearing pressure of 3,000 psf for dead-plus-live loads. This bearing capacity can be increased by one-third for the short-term effects of wind or seismic loading. The maximum allowable bearing pressure is a net value; the weight of the footing may be neglected for design purposes.
Footings located adjacent to utility trenches should have their bearing surfaces below an imaginary 1:1 (horizontal:vertical) plane projected upward from the bottom edge of the trench to the footing.
The Structural Engineer should design footing reinforcement to support the intended structural loads without excessive settlement. Footings should be reinforced with top and bottom steel to provide structural continuity and to permit spanning of local irregularities. At a minimum, continuous footings should be designed to structurally span a clear distance of 5 feet.
5.3 LATERAL RESISTANCE
Lateral loads may be resisted by friction along the base and by passive pressure along the sides of foundations. The passive pressure is based on an equivalent fluid weight in pounds per cubic foot (pcf). We recommend the following allowable values for design:
x Passive Lateral Pressure: 250 pcf
x Coefficient of Friction: 0.30
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Packet Pg. 1197 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
Page | 13 May 29, 2020
Revised June 25, 2020
6.0 RETAINING WALLS
6.1 LATERAL SOIL PRESSURES
Design proposed retaining walls to resist lateral earth pressures from adjoining natural materials and/or backfill and from any surcharge loads. Provided that adequate drainage is included as recommended below, design walls restrained from movement at the top to resist an equivalent fluid pressure of 50 pounds per cubic foot (pcf). In addition, design restrained walls to resist an additional uniform pressure equivalent to one-half of any surcharge loads applied at the surface.
Retaining wall design should incorporate surcharge loading in the northwestern portion of the site where the proposed retaining wall is located in close proximity to a neighboring properties auxiliary building (shed).
Design unrestrained retaining walls with adequate drainage to resist an equivalent fluid-pressure of 40 pcf plus one-third of any surcharge loads.
The above lateral earth pressures assume level backfill conditions and sufficient drainage behind the walls to prevent any build-up of hydrostatic pressures from surface water infiltration and/or a rise in the groundwater level. If adequate drainage is not provided, we recommend that an additional equivalent fluid pressure of 40 pcf be added to the values recommended above for both restrained and unrestrained walls. Damp-proofing of the walls should be included in areas where wall moisture would be problematic.
Construct a drainage system, as recommended below, to reduce hydrostatic forces behind the retaining wall.
6.2 RETAINING WALL DRAINAGE
Construct either graded rock drains or geosynthetic drainage composites behind the retaining walls to reduce hydrostatic lateral forces. For rock drain construction, we recommend two types of rock drain alternatives.
1. A minimum 12-inch-thick layer of Class 2 Permeable Filter Material (Caltrans Specification 68-2.02F) placed directly behind the wall, or
2. A minimum 12-inch-thick layer of washed, crushed rock with 100 percent passing the ¾-inch sieve and less than 5 percent passing the No. 4 sieve. Envelop rock in a minimum 6-ounce, nonwoven geotextile filter fabric.
For both types of rock drains:
1. Place the rock drain directly behind the walls of the structure.
2. Extend rock drains from the wall base to within 12 inches of the top of the wall.
3. Place a minimum of 4-inch-diameter perforated pipe (glued joints and end caps) at the base of the wall, inside the rock drain and fabric, with perforations placed down.
4. Place pipe at a gradient at least 1 percent to direct water away from the wall by gravity to a drainage facility.
ENGEO should review and approve geosynthetic composite drainage systems prior to use.
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Packet Pg. 1198 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
Page | 14 May 29, 2020
Revised June 25, 2020
6.3 BACKFILL
Backfill behind retaining walls should be placed and compacted in accordance with Section 4.5.
Use light compaction equipment within 5 feet of the wall face. If heavy compaction equipment is used, the walls should be temporarily braced to avoid excessive wall movement.
6.4 FOUNDATIONS
Retaining walls may be supported on continuous footings designed in accordance with recommendations presented in Section 5.2.
7.0 PAVEMENT DESIGN
We prepared pavement design recommendations based on assumed Traffic Index and subgrade resistance values (R-value). The Traffic Index should be determined by the Civil Engineer or appropriate public agency.
7.1 FLEXIBLE PAVEMENTS
We developed the following pavement sections for parking areas and access streets using Traffic Indices of 5 to 8, based on an assumed R-value of 5 and Topic 633 of the Caltrans Highway Design Manual (including the asphalt factor of safety).
TABLE 7.1-1: Recommended Asphalt Concrete Pavement Sections
TRAFFIC INDEX
SECTION
ASPHALT CONCRETE
(INCHES)
CLASS 2 AGGREGATE
BASE
(INCHES)
5 3 10
6 3½ 13
7 4 16
8 5 18
Notes: AB is aggregate base Class 2 Material with minimum R = 78.
The Civil Engineer should determine the appropriate traffic indices based on the estimated traffic loads and frequencies.
7.2 RIGID PAVEMENT
Concrete pavement sections can be used to resist heavy loads. The following rigid pavement sections were developed in accordance with the methodology presented in American Concrete Institute (ACI) report 330R-08, “Guide for the Design and Construction of Concrete Parking Lots.” Section 613.3 of the 2012 edition of the Caltrans Highway Design Manual was utilized to convert Traffic Indexes (TIs) to Average Daily Truck Traffic volumes (ADTTs) for use with the ACI method.
The rigid pavement sections are presented as jointed plain concrete pavement (JPCP) over Class 2 Aggregate Base (AB) for a 20-year design life. The sections required for TIs of 6.0 through
8.0 are presented over a soil subgrade with an R-Value of 5.
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Packet Pg. 1199 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
Page | 15 May 29, 2020
Revised June 25, 2020
TABLE 7.2-1: Rigid Pavement (JPCP) Sections
ADTT* TRAFFIC INDEX
SECTION
JPCP
(INCHES)
CLASS 2 AGGREGATE
BASE (INCHES)
3 6 6½ 6
10 7 7 6
25 8 7½ 6
Notes: AB is aggregate base Class 2 Material with minimum R = 78. *ADTT based on 5-axle trucks or busses per ACI 330R-08 and Caltrans 613.3.
For an unreinforced jointed plain concrete pavement section, a minimum 28-day concrete compressive strength of 3,500 psi should be utilized, as well as incorporating longitudinal and transverse joints in accordance with ACI design guidelines. The ADTT should be determined by the Civil Engineer for selection of the section thickness contained in the table above.
7.3 PAVEMENT SUBGRADE PREPARATION
Pavement subgrade may consist of site soil, provided it is moisture conditioned and placed in accordance with the requirements described in Section 4.4. For improved performance and to reduce required maintenance, the use of non-expansive import material may be considered for pavement subgrade instead of site soil.
Pavement subgrade preparation should comply with the following minimum requirements:
x All pavement subgrade should be scarified to a depth of 10 inches below finished subgrade elevation and compacted in accordance with Section 4.4. Pavement subgrades should also be prepared in accordance with City of San Carlos requirements if they are located in public streets.
x Subgrade soil should be in a stable, non-pumping condition at the time aggregate baserock materials are placed and compacted. Proof-rolling with a heavy wheel-loaded piece of construction equipment should be implemented. Yielding materials should be appropriately mitigated, with suitable mitigation measures developed in coordination with the client, contractor, and our representative.
x Adequate provisions must be made such that the subgrade soil and aggregate baserock materials are not allowed to become saturated.
x Aggregate baserock materials should meet current Caltrans specifications for Class 2 aggregate baserock and should be compacted in accordance with Section 4.5. Proof-rolling with a heavy wheel-loaded piece of construction equipment should be implemented after placement and compaction of the aggregate base. Yielding materials should be appropriately mitigated, with suitable mitigation measures developed in coordination with the client, contractor, and our representative.
7.4 CUT-OFF CURBS
Saturated pavement subgrade or aggregate base can cause premature failure or increased maintenance of asphalt concrete pavements. This condition often occurs where landscape areas directly abut and drain towards pavement. If it is desired to install pavement cutoff barriers, they should be placed where pavement areas lie downslope of any landscape areas that are to be
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Packet Pg. 1200 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
Page | 16 May 29, 2020
Revised June 25, 2020
sprinklered or irrigated, and should extend to a depth of at least 6 inches below the base rock layer. Cutoff barriers may consist of deepened concrete curbs or deep-root moisture barriers.
If reduced pavement life and greater-than-normal pavement maintenance are acceptable to the owner, the cutoff barrier may be eliminated.
7.5 EXTERIOR FLATWORK
Exterior flatwork includes items such as concrete sidewalks, steps, and outdoor plazas exposed to foot traffic only. Concrete flatwork should have a minimum thickness of 4 inches and include control and construction joints in accordance with current Portland Cement Association guidelines. Given the expansive site soil, secondary slabs-on-grade should be underlain by a 4-inch-thick layer of Class 2 Aggregate Base.
Exterior slabs should slope away from the buildings to prevent water from flowing toward the foundations. Site soil should be moistened just prior to concrete placement.
We recommend that flatwork leading to a building entrance area be structurally independent of the structure foundation to allow for differential movement between the flatwork and the building.
Where smooth transition to provide access is necessary (ADA ramps), a hinge-slab should be designed to accommodate movements of approximately ½ inch. Flatwork should be reinforced to allow for the appropriate span in the event of settlement. Maintenance or replacement of entry slabs should also be expected following a seismic event as the ground settles at the perimeter of buildings.
8.0 CONSTRUCTION MONITORING
Our experience and that of our profession clearly indicate that the risk of costly design, construction, and maintenance problems can be significantly lowered by retaining the design geotechnical engineering firm to:
1. Review the final grading and improvement plans and specifications prior to construction to evaluate whether our recommendations have been implemented, and to provide additional or modified recommendations, as needed. This also allows us to identify certain changes, which may have occurred in the nature, design, or location of the proposed improvements and provides the opportunity to prepare a written response with updated recommendations.
2. Perform construction monitoring to check the validity of the assumptions we made to prepare this report. Earthwork operations should be performed under the observation of our representative to confirm that the site is properly prepared, the selected fill materials are satisfactory, and that the placement and compaction of the fill has been performed in accordance with our recommendations and the project specifications. Sufficient notifications to us prior to earthwork is important.
If we are not retained to perform the services described above, we are not responsible for any party’s interpretation of our report (and subsequent addenda, letters, and verbal discussions).
9.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS
This report presents geotechnical recommendations for design of the Fire Station No. 16 project discussed in Section 1.3. If changes occur in the nature or design of the project, we should be allowed to review this report and provide additional recommendations. It is the responsibility of
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Packet Pg. 1201 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
Page | 17 May 29, 2020
Revised June 25, 2020
the owner to transmit the information and recommendations of this report to the appropriate organizations or people involved in design of the project, including but not limited to architects, engineers, and designers. The conclusions and recommendations contained in this report are solely professional opinions and are valid for a period of no more than 2 years from the date of report issuance.
We strived to perform our professional services in accordance with generally accepted geotechnical engineering principles and practices currently employed in the area; no warranty is expressed or implied. There are risks of earth movement and property damages inherent in building on or with earth materials. We are unable to eliminate all risks; therefore, we are unable to guarantee or warrant the results of our services.
This report is based upon field and other conditions discovered at the time of report preparation.
We developed this report with limited subsurface exploration data. We assume that our subsurface exploration data are representative of the actual subsurface conditions across the site. Considering possible underground variability of soil, rock, fill, and groundwater, additional unexpected costs may be incurred in completing the project. We recommend that the owner establish a contingency fund to cover such costs. If unexpected conditions are encountered, ENGEO should be notified immediately to review these conditions and provide additional and/or modified recommendations, as necessary.
Our services did not include excavation sloping or shoring, soil volume change factors, or flood potential. In addition, our geotechnical exploration did not include work to determine the existence of possible hazardous materials. If any hazardous materials are encountered during construction, the proper regulatory officials should be notified immediately.
This document must not be subject to unauthorized reuse, that is, reuse without written authorization of ENGEO. Such authorization is essential because it requires ENGEO to evaluate the document’s applicability given new circumstances, not the least of which is passage of time.
Actual field or other conditions will necessitate clarifications, adjustments, modifications or other changes to ENGEO’s recommendations. Therefore, ENGEO must be engaged to prepare the necessary clarifications, adjustments, modifications or other changes before construction activities commence or further activity proceeds. If ENGEO’s scope of services does not include on-site construction observation, or if other persons or entities are retained to provide such services, ENGEO cannot be held responsible for any or all claims arising from or resulting from the performance of such services by other persons or entities, and from any or all claims arising from or resulting from clarifications, adjustments, modifications, discrepancies or other changes necessary to reflect changed field or other conditions.
We determined the boundaries designating the interface between layers on the exploration logs using visual observations. The transition between the materials may be abrupt or gradual. The exploration logs contain information concerning samples recovered, indications of the presence of various materials such as clay, sand, silt, rock, existing fill, etc., and observations of groundwater encountered. The field logs also contain our interpretation of the subsurface conditions between sample locations. Therefore, the logs contain both factual and interpretative information. Our recommendations are based on the contents of the final logs, which represent our interpretation of the field logs.
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Packet Pg. 1202 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) City of San Carlos Fire Station No. 16
13387.000.011 Design-Level Geotechnical Exploration
May 29, 2020
Revised June 25, 2020
SELECTED REFERENCES
American Concrete Institute (ACI), 2014, Building Code Requirements for Structural Concrete (ACI 318-14). ACI Committee 318 Structural Building Code.
American Society of Civil Engineers (ASCE), 2016, Minimum Design Loads for Buildings and Other Structures, ASCE Standard, ASCE/SEI 7-16.
American Society of Testing and Materials (ASTM). Annual Book of Standards.
Brabb, E.E., Graymer, R.W., and Jones, D.L., 1998, Geology of the onshore part of San Mateo County, California: A digital database: U.S. Geological Survey Open-File Report 98-137, U.S.
Geological Survey, Menlo Park, CA.
Bray, J. D., & Sancio, R. B, (2006), “Assessment of the liquefaction susceptibility of fine-grained soils,” Journal of Geotechnical and Geoenvironmental Engineering, 132(9), 1165-1177.
Bryant, W.A. and Hart, E.W., 2007, Fault-Rupture Hazard Zones in California, California Division of Mines and Geology Special Publication 42, interim revision.
California Building Standards Commission, 2019 California Building Code, Volumes 1 and 2, Sacramento, California.
California Department of Transportation (Caltrans), 2014, Highway Design Manual.
California Geological Survey, California Division of Mines and Geology (1982), Revised Official map of Alquist-Priolo Earthquake Fault Hazard Zones, Woodside 7.5-minute Quadrangle:
California Division of Mines and Geology, scale 1:24000.
Historical Aerials, www.historicaerials.com.
National Association of Corrosion Engineers, 1984, Corrosion Basics an Introduction.
SEAOC, 1996, Recommended Lateral Force Requirements and Tentative Commentary.
Seed, R. B., Cetin K. O., Moss R. E. S., Kammerer A. M., Wu J., Pestana J. M., Riemer M. F., Sancio R. B., Bray J. D., Kayen R. E., Faris A., 2003, Recent Advances in Soil Liquefaction Engineering A unified and Consistent Framework, 26th Annual ASCE Los Angeles Geotechnical Spring Seminar.
U.S. Geologic Survey (USGS), 2008, National Seismic Hazard Maps Fault Database.
Youd, T. L. and I. M. Idriss, (2001), Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshop on Evaluation of Liquefaction Resistance of Soils.
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Packet Pg. 1203 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
FIGURES
FIGURE 1: Vicinity Map
FIGURE 2: Site Plan
FIGURE 3: Regional Geologic Map
FIGURE 4: Seismic Hazards Zone Map
FIGURE 5: Regional Faulting and Seismicity
7.j.2
Packet Pg. 1204 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
7.j.2
Packet Pg. 1205 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
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Packet Pg. 1206 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
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Packet Pg. 1207 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
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Packet Pg. 1208 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
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Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
APPENDIX A
BORING LOGS
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LABORATORY TEST DATA
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APPENDIX C
CORROSIVITY TEST RESULTS
BY CERCO ANALYTICAL
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Packet Pg. 1229 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
7.j.2
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7.j.2
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Packet Pg. 1233 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs)
APPENDIX C
SUPPLEMENTAL CALCULATIONS
(STRUCTURAL)
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Packet Pg. 1235 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) San Carlos FS 16
Structural Calculations
San Carlos, California
ZFA Project Number: 19576
Permit Submittal Structural Calculations
Prepared For:
Shah Kawasaki Architects
Oakland City, California
Prepared By:
Kyle Chase, Designer
Brett Shields , PE
Lukle Wilson, SE, Associate Principal
Santa Rosa, California
October 28, 2020
1212 fourth street | suite z | santa rosa ca 95404 | 707 526 0992 zfa.com
REVIEWED FOR CODE COMPLIANCE
DECEMBER 03 2021
BUREAU VERITAS NORTH AMERICA, INC.
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Packet Pg. 1236 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
TOC
Engineer: KNC
10/27/2020
San Carlos FS 16
TABLE OF CONTENTS
Description Section
Design Criteria
Gravity
Lateral
Foundations
Anchorage
Miscellaneous
Guardrail
Ladder
Trash Enclosure Column
Elevator Rail
Canopy
3 13
71 104
132
159
160
161
165
167
168
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Packet Pg. 1237 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
--------DESIGN CRITERIA--------
Engineer: KNC
10/27/2020
San Carlos FS 16
DESIGN CRITERIA
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Design Criteria
Engineer: KNC
10/27/2020
San Carlos FS 16
DETAILED DESIGN CRITERIA
BUILDING CODE
GEOTECHNICAL REPORT INFORMATION
100 pcf
110 pcf
250 pcf
50 pcf
70 pcf
3000 psf
4000 psf
700 psf
150 lbs/in
BUILDING SYSTEM DESCRIPTION
0 ft2
2843 ft2
2843 ft2
27 ft
3 :12
Soil Type:
Recommended Foundation System(s):
Predicted Settlement:
Seismic Hazards:
Liquefaction Risk:
D
Spread Footings
X
X
X
Expansive Soil Risk:
Concrete Footings
Active Soil Pressure =
Allowable Bearing Pressure, D+L =
Allowable Bearing Pressure, D+L+(E or W) =
Diaphragm System: Plywood Sheathing
Gravity System:
Floor Area:
Pier Skin Friction =
Coefficient of Friction =
Soil Spring Modulus =
0.30 0
Foundation System:
SEOR STAMP
ENGEO Incorporated
13387.000.011
5/29/2020
Governing Code:
Authority Having Jurisdiction:
Local Codes or Amendments:
Report Author:
Report Number:
Report Date:
2019 California Building Code
City of San Carlos
2019 CBC Building Code Amendments
Report Title: Design-Level Geotechnical Exploration
X
Fire Station
Wood Bearing Walls
Passive Soil Pressure =
Dry Soil Density =
Wet Soil Density =
At-Rest Soil Pressure =
Footprint:
Roof Area:
Building Use:
No. Stories:
Mean Building Height:
Roof Pitch:
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10/28/2020
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Design Criteria
Engineer: KNC
10/27/2020
San Carlos FS 16
DETAILED DESIGN CRITERIA
SEISMIC DESIGN PARAMETERS
Section 12.6
37.4892 -122.2635 deg
Table 1.5-1
Table 1.5-1
13.1.3 Table 20.3-1
1.990 USGS
0.825 USGS
Table 11.4-1
Table 11.4-2
1.327 11.4-3
0.935 11.4-4
Seismic Design Category: Section 11.6
Table 12.2-1
Table 12.2-1
12.3.4 12.3.4
Table 12.2-1
Table 12.2-1
Table 12.2-1
Table 12.2-1
Table 12.2-1
Table 12.2-1
0.237 Section 12.8.2
0.237 Section 12.8.2
8 USGS
0.306 Section 12.8 or 12.14
0.214 Section 12.8 or 12.14
0.306 Section 12.8 or 12.14
0.214 Section 12.8 or 12.14
Horizontal: Table 12.3-1
Vertical: Table 12.3-2
WIND DESIGN PARAMETERS
Wind Method Used: Chapter 27
Basic Wind Speed = 102 Figure 26.5-1A,B or C
Exposure Category: 26.7.3
26.8 0.85 Table 26.6-1
SNOW LOAD
20 psf Section 7.3
IP = 1.00 Importance Factor, Nonstructural Components
Kd = Buildings Directionality Factor
Mapped spectral response acceleration parameter
Fv =
Site coefficient
Site coefficient
2.50 4.00
Structural Irregularities
C Open Terrain
SD1 = Design spectral response acceleration parameter
R(N-S) =
g
F
Deflection amplification factor, E-W
Plywood Sheathing
ȍo(N-S) =
R(E-W) =
ȡ(N-S) =
2.50 1.0
4.00 6.50
1.0 IE = 1.50 Importance Factor, Seismic
g
IV Fire Station
Analysis Procedure Used: EQ (Equiv. Lat. Force, 12.8)
Per Geotech Report, Site Class D otherwise
SS =
ASCE 7-10 Reference
UNO:
Latitude: deg Longitude:
Risk Category:
SDS = Design spectral response acceleration parameter
Fa =
g
g
Mapped spectral response acceleration parameter
1.7 Soil Site Class = D
Response modification coefficient, N-S
Redundancy factor, N-S
ȍo(E-W) =
Overstrength factor, N-S
Cd(E-W) =
Directional Procedure
6.50 S1 =
15. Light-framed (wood) walls sheathed with wood
structural panels rated for shear resistance
Redundancy factor, E-W
Overstrength factor, E-W
sec
sec
Approximate Fundamental Period, N-S
Approximate Fundamental Period, E-W
Long Period Transistion Period
Diaphragm= Flexible Diaphragm
Cd(N-S) =
None
Building System, N-S:
Building System, E-W:
A. BEARING WALL SYSTEMS
A. BEARING WALL SYSTEMS
15. Light-framed (wood) walls sheathed with wood
structural panels rated for shear resistance
ȡ(E-W) = 1.0
Deflection amplification factor, N-S
Response modification coefficient, E-W
Ultimate Design Wind Speed (3 second gust)
None
MPH
Kzt = 1.00
Ground Snow Load =
T(N-S) =
T(E-W) =
TL =
V(N-S) (ULT) =
V(N-S) (ASD) =
V(E-W) (ULT) =
V(E-W) (ASD) =
*W
*W
*W
*W
Base Shear, N-S, LRFD
Base Shear, N-S, ASD
Base Shear, E-W, LRFD
Base Shear,E-W, LRFD
sec
Topographic Factor
5 of 179 7.j.2
Packet Pg. 1240 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Design Criteria
Engineer: KNC
10/27/2020
San Carlos FS 16
DETAILED DESIGN CRITERIA
MATERIAL STRENGTH AND SPECIFICATIONS
CONCRETE:
3000 psi
3000 psi
3000 psi
3000 psi
3000 psi
3000 psi
150 pcf
110 pcf
CONCRETE REINFORCING:
60 ksi
60 ksi
#3 bars may be Gr. 40 per general notes, if #3 ties are used, ties are designed for Gr. 40 STRUCTURAL STEEL:
50 ksi
65 ksi
36 ksi
58 ksi
36 ksi
58 ksi
50 ksi
65 ksi
50 ksi
65 ksi
46 ksi
62 ksi
50 ksi
62 ksi
35 ksi
60 ksi
STEEL CONNECTORS:
65 ksi
58 ksi
120 ksi
36 ksi
58 ksi
36 ksi
58 ksi
70 ksi
2000 psi
2000 psi
1800 psi
135 pcf
ASTM A36 or A572 Grade 50
ASTM A36 or A572 Grade 50
W-Shapes, fy =
ASTM A992 or A572 Grade 50
Angles and channels, fu = ASTM A36 or A572 Grade 50
Typical plates, fu = ASTM A36 or A572 Grade 50
Base plates & MF plates, fu = ASTM A572 or A529, Grade 50 Round HSS, fu = ASTM A500, Grade C
ASTM A500, Grade C
Square/Rectangular HSS, fy = ASTM A500, Grade C
Gusset plates, fy = ASTM A572 or A529, Grade 50
Gusset plates, fu = ASTM A572 or A529, Grade 50
Structural walls, f'c =
Beams and Columns, f'c =
Fill over metal deck, f'c =
Elevated slabs, f'c =
Reinforcing Steel, fy =
Reinforcing Steel ties, fy =
Round HSS, fy =
Weight of normal weight concrete =
Weight of lightweight concrete =
W-Shapes, fu =
Pipes, fy = ASTM A53, Grade B
ASTM A108
High Strength Bolts, fu =
Square/Rectangular HSS, fu = ASTM A500, Grade C
Pipes, fu = ASTM A53, Grade B
Shear stud connectors, fu =
Mortar, f'm =
Unit Weight =
ASTM C270, Type S
ASTM C90, Normal Weight
ASTM C90
Machine Bolts, fu =
CMU, f'm =
ASTM A307
ASTM A325
ASTM F1554, Grade 36 or ASTM A307
Anchor Bolts, fu = ASTM F1554, Grade 36 or ASTM A307
Anchor Bolts, fy = ASTM F1554, Grade 36 or ASTM A307
Threaded Rods, fy = ASTM F1554, Grade 36 or ASTM A307
Weld, FEXX = Weld Strength
MASONRY:
Threaded Rods, fu =
Cementitious grout, f'm =
Slab on grade, f'c =
Foundations, f'c =
Angles and channels, fy =
Typical plates, fy =
Base plates & MF plates, fy =
ASTM A615, Grade 60
ASTM A615, Grade 60
ASTM A992 or A572 Grade 50
ASTM A572 or A529, Grade 50
6 of 179 7.j.2
Packet Pg. 1241 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Design Criteria
Engineer: KNC
10/27/2020
San Carlos FS 16
DETAILED DESIGN CRITERIA
1200 psi
1350 psi
1000 psi
900 psi
900 psi
2400 psi
2000 psi
2900 psi
2600 psi
1700 psi
33 ksi
50 ksi
DEFLECTION & VIBRATION DESIGN CRITERIA
Finish Design Design Code Min Design Code Min
Roof Framing Ceiling L/240 L/180 L/180 L/240 L/240
Floor Framing - L/360 L/240 L/240 - -
Wall Framing Flexible - - - L/120 L/120
ADDITIONAL DESIGN CONSIDERATIONS
(List anything out of the ordinary or important to remember for project) 2x Studs, Fb =
2x Joists & Rafters, Fb =
4x Posts & Beams, Fb =
Douglas Fir #2
54, 68, & 97 mils (16, 14, & 12 ga), fy =
ASTM A1003, Grade ST33H or ST33L
ASTM A1003, Grade ST50H or ST50L
Douglas Fir #1
Douglas Fir #2
6x Beam, Fb = Douglas Fir #1
6x Posts, Fb = Douglas Fir #1
WOOD CONSTRUCTION:
Sheathing
Connections
Glued-Laminated Beam (GLB), Fb =
COLD FORMED METAL FRAMING:
Code Min
L/240
Exterior GLB, Fb =
Parallel Strand Lumber (PSL), Fb =
33 & 43 mils (20 & 18 ga), fy =
PS1 / PS2
Simpson Strong-Tie
-
LIVE DEAD + LIVE 0.6 WIND
Laminated Veneer Lumber (LVL), Fb =
Laminated Strand Lumber (LSL), Fb =
24F-V4 (DF/DF) simple span, 24F-V8 (DF/DF) continuous span 20F-V12 (AC/AC) simple span, 20F-V13 (AC/AC) continuous span Grade 2.0E
Grade 1.9E
Grade 1.3E
L/360
7 of 179 7.j.2
Packet Pg. 1242 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Flat Weights
Engineer: KNC
10/27/2020
San Carlos FS 16
GRAVITY / SEISMIC FLAT WEIGHT TAKEOFF (PSF)
ROOF
CBC Live Load Category: [Table 1607.1]
Slope: 3.00:12 Balcony?: No
Sloped Deck Joists Girders Columns Model Seismic
Yes 1.0 1.0 1.0 1.0 1.0 1.0
Yes 3.0 3.0 3.0 3.0 3.0 3.0
Yes 1.0 1.0 1.0 1.0 1.0 1.0
Yes 6.0 6.0 6.0 6.0 6.0 6.0
Yes 4.4 4.4 4.4 4.4 4.4 4.4
1.5 1.5 1.5 1.5 1.5 1.5
2.5 2.5 2.5 2.5 2.5 2.5
1.5 1.5 1.5 1.5 1.5 1.5
2.0 2.0 2.0 2.0
1.5 1.5 1.5
1.0 1.0
1.5 1.0 1.0 1.0 1.0 1.0
22.4 23.9 25.4 26.4 21.9 26.4
22.9 24.4 25.9 26.9 22.4 26.9
No 0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
1.00 0.0 0.0 0.0 0.0 0.0 0.0
22.9 24.4 25.9 26.9 22.4 26.9
-
Finish
Solar / Other
Topping
Sheathing / Decking T&G and (2) 1/2"
Insulation - 5 1/2" THK Foamglass
Misc.
Dead Load
Dead Load - Horiz Projection
Material
Live Load
Live Load - Reduced R2 =
M.E.P.
Ceiling
Sprinklers
1.75x11.875 @ 24"oc
Girders
Columns
Partitions (Office Buildings)
Total Load
8 of 179 7.j.2
Packet Pg. 1243 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
EQ (Equiv. Lat. Force,12.8) N-S
Engineer: KNC
10/27/2020
San Carlos FS 16
CBC 2019, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA DSA Project? YES
Soil Site Class D Table 20.3-1
Response Spectral Acc. (0.2 sec) Ss = 1.990g = 199.0%g Figure 22-1, 22-3, 22-5, and 22-6 Response Spectral Acc.( 1.0 sec) S1 = 0.825g = 82.5%g Figure 22-2, 22-4, 22-5, and 22-6 Site Coefficient Fa = 1.00 Table 11.4-1
Site Coefficient Fv = 1.70 Table 11.4-2
Max Considered Earthquake Acc. SMS =Fa.Ss = 1.990 (11.4-1) Max Considered Earthquake Acc. SM1 =Fv.S1 = 1.403 (11.4-2) @ 5% Damped Design SDS = 2/3(SMS) = 1.327 (11.4-3)
SD1 = 2/3(SM1) = 0.935 (11.4-4)
TS = 0.705 seconds
Building Risk Categories IV Essential Table 1.5-1
Redundancy Factor = 1.0 Section 12.3.4
Design Category Consideration: Section 12.3
Seismic Design Category for 0.1sec D Table 11.6-1
Seismic Design Category for 1.0sec D Table 11.6-2
S1 .75g F Section 11.6
SDC = F
CBC - Comply with Seismic Design Category F
12.8 Equivalent lateral force procedure
Seismic Force Resisting System:
Ct = 0.02 x = 0.75 T-12.8-2
Building ht. Hn = 27 ft Limited Building Height (ft) = 65 Cu = 1.4 for SD1 of 0.935g Table 12.8-1
Approx Fundamental period, Ta =Ct(hn)
x = 0.237 12.8-7 TL = 8 Sec
Calculated T shall not exceed Cu*Ta = 0.332 Use T = 0.237 Sec
0.8Ts = 0.8(SD1/SDS) = 0.564
Is CBC 1616.10.11 / 1616A.1.12 Satisfied? No 1616.10.11 / 1616A.1.12 SDS to determine Cs & Ev= 1.327g 11.4-3
Response Modification Coef. R = 6.5 Table-12.2-1
Over Strength Factor :o = 2.5 footnote b
Seismic Importance factor Ie = 1.50 Table 1.5-1
Seismic Base Shear V = C s W
SDS (12.8-2)
R/I
SD1 (12.8-3)
(R/I).T
SD1TL (12.8-4)
T2(R/I)
Cs shall not be less than .044SDSI = 0.088 0.03 (12.8-5) Min Cs = 0.5S1I/R = 0.095 For S1 0.6g (12.8-6)
Use Cs = 0.306
Design base shear V (ULT)= 0.306 W
Design base shear V (ASD)= 0.214 W
Deflection Amplification factor Cd = 4
or Cs = N/A For T > TL
Flexible Diaphragm
A. BEARING WALL SYSTEMS
15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance Cs = =0.306
or need not to exceed, Cs = = 1.366 For T TL
T-12.2-1
9 of 179 7.j.2
Packet Pg. 1244 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
EQ (Equiv. Lat. Force,12.8) E-W
Engineer: KNC
10/27/2020
San Carlos FS 16
CBC 2019, ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA DSA Project? YES
Soil Site Class D Table 20.3-1
Response Spectral Acc. (0.2 sec) Ss = 1.990g = 199.0%g Figure 22-1, 22-3, 22-5, and 22-6 Response Spectral Acc.( 1.0 sec) S1 = 0.825g = 82.5%g Figure 22-2, 22-4, 22-5, and 22-6 Site Coefficient Fa = 1.00 Table 11.4-1
Site Coefficient Fv = 1.70 Table 11.4-2
Max Considered Earthquake Acc. SMS =Fa.Ss = 1.990 (11.4-1) Max Considered Earthquake Acc. SM1 =Fv.S1 = 1.403 (11.4-2) @ 5% Damped Design SDS = 2/3(SMS) = 1.327 (11.4-3)
SD1 = 2/3(SM1) = 0.935 (11.4-4)
TS = 0.705 seconds
Building Risk Categories IV Essential Table 1.5-1
Redundancy Factor = 1.0 Section 12.3.4
Design Category Consideration: Section 12.3
Seismic Design Category for 0.1sec D Table 11.6-1
Seismic Design Category for 1.0sec D Table 11.6-2
S1 .75g F Section 11.6
SDC = F
CBC - Comply with Seismic Design Category F
12.8 Equivalent lateral force procedure
Seismic Force Resisting System:
Ct = 0.02 x = 0.75 T-12.8-2
Building ht. Hn = 27 ft Limited Building Height (ft) = 65 Cu = 1.4 for SD1 of 0.935g Table 12.8-1
Approx Fundamental period, Ta =Ct(hn)
x = 0.237 12.8-7 TL = 8 Sec
Calculated T shall not exceed Cu*Ta = 0.332 Use T = 0.237 Sec
0.8Ts = 0.8(SD1/SDS) = 0.564
Is CBC 1616.10.11 / 1616A.1.12 Satisfied? No 1616.10.11 / 1616A.1.12 SDS to determine Cs & Ev= 1.327g 11.4-3
Response Modification Coef. R = 6.5 Table-12.2-1
Over Strength Factor :o = 2.5 foot note b
Seismic Importance factor Ie = 1.50 Table 1.5-1
Seismic Base Shear V = C s W
SDS (12.8-2)
R/I
SD1 (12.8-3)
(R/I).T
SD1TL (12.8-4)
T2(R/I)
Cs shall not be less than .044SDSI = 0.088 0.03 (12.8-5) Min Cs = 0.5S1I/R = 0.095 For S1 0.6g (12.8-6)
Use Cs = 0.306
Design base shear V (ULT)= 0.306 W
Design base shear V (ASD)= 0.214 W
Deflection Amplification factor Cd = 4
or Cs = N/A For T > TL
Flexible Diaphragm
A. BEARING WALL SYSTEMS
15. Light-framed (wood) walls sheathed with wood structural panels rated for shear resistance Cs = =0.306
or need not to exceed, Cs = = 1.366 For T TL
T-12.2-1
10 of 179 7.j.2
Packet Pg. 1245 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
EQ (Walls & Anchorage,12.11)
Engineer: KNC
10/27/2020
San Carlos FS 16
IBC2018 (1613), ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA DSA Project? YES
Soil Site Class D Table 20.3-1
Response Spectral Acc. (0.2 sec) Ss = 1.990g = 199.00%g Figure 22-1, 22-3, 22-5, and 22-6 Response Spectral Acc.( 1.0 sec) S1 = 0.825g = 82.50%g Figure 22-2, 22-4, 22-5, and 22-6 Site Coefficient Fa = 1.000 Table 11.4-1
Site Coefficient Fv = 1.700 Table 11.4-2
Max Considered Earthquake Acc. SMS =Fa.Ss = 1.990 (11.4-1) Max Considered Earthquake Acc. SM1 =Fv.S1 = 1.403 (11.4-2) @ 5% Damped Design SDS = 2/3(SMS) = 1.327 (11.4-3)
SD1 = 2/3(SM1) = 0.935 (11.4-4)
Building Risk Categories IV Essential Table 1.5-1
Design Category Consideration:
Seismic Design Category for 0.1sec D Table 11.6-1
Seismic Design Category for 1.0sec D
S1 .75g F
Fp = 0.40SDSIWp 0.1Ww where I= 1.50
= 0.796 Wp
Fp = 0.40SDSkaIWw (12.11-1) where I= 1.50
ka = 1 + (Lf / 100) = 2.00 (12.11-2)
Lf = 100.0 Flexible Diaphragm
with dist. between seismic resisting system >40ft
Fp = 1.592 Wp 280 #/ft (CBC 1616.2.2 & 1604A.8.2)
Rigid Diaphragm height adjustment = (1+(2z/h)) / 3 = 0.78 <--NOT APPLICABLE height of anchor above base z = 18
height of roof above base h = 27
Fp = 1.238 Wp 280 #/ft (CBC 1616.2.2 & 1604A.8.2)
Comply with Seismic Design Category F
12.11.1 Structural Wall Out-of-Plane Force
12.11.2 Anchorage of Structural Walls and Transfer of Design Forces into Diaphragms 11 of 179 7.j.2
Packet Pg. 1246 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
C&C Wind Pressures
Engineer: KNC
10/27/2020
San Carlos FS 16
Component and Cladding Pressures for heights < 60 ft per ASCE 7-16 sec. 30.3 PART 1 102 mph Kd : 0.85
C Height: 27 ft
IV Kz : 0.96 Roof Type:
21.7 psf GCpi : 0.18 Roof Zones per ASCE 7-16 Figure 30.3-2B Kzt: 1.00
E.A: Effective Wind Area per sec. 26.2
E.A. 10 20 50 100 200 500+
Zone 4 23.5 22.4 21.1 20.0 19.0 17.6
Zone 5 23.5 22.4 21.1 20.0 19.0 17.6
E.A. 10 20 50 100 200 500+
Zone 4 -25.4 -24.4 -23.0 -22.0 -20.9 -19.6
Zone 5 -31.3 -29.2 -26.5 -24.4 -22.3 -19.6
E.A. 10 20 50 100 200 500+
All Zones 19.1 14.0 12.0 10.4 10.4 10.4
E.A. 10 20 50 100 200 500+
Zone 1 -47.4 -39.6 -21.0 -7.0 -7.0 -7.0
Zone 2 -58.3 -51.1 -41.5 -34.2 -30.0 -30.0
Zone 3 -82.2 -70.4 -54.8 -43.1 -43.1 -43.1
E.A. 10 20 50 100 200 500+
Zone 1 -58.3 -58.3 -45.9 -36.5 -36.5 -36.5
Zone 2 -80.0 -73.0 -63.7 -56.7 -49.7 -47.4
Zone 3 -93.1 -81.3 -65.7 -53.9 -53.9 -53.9
Wind Criteria Enclosure Classification per sec 26.12
Wind Speed:
Exposure:
Risk Category :
qh per 26.10.2 :
Maximum Positive Wall Pressures (psf)
Maximum Negative Wall Pressures (psf)
Maximum Positive Roof Pressures (psf)
Maximum Negative Roof Pressures (psf)
Maximum Negative Overhang Pressures (psf)
p
Use GCp 10% reduction for roof angle 10° ? [Fig 30.3-1 note 5] 12 of 179 7.j.2
Packet Pg. 1247 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
------------GRAVITY------------
Engineer: KNC
10/27/2020
San Carlos FS 16
GRAVITY
13 of 179 7.j.2
Packet Pg. 1248 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Stud Walls Line 4
Engineer: KNC
10/27/2020
San Carlos FS 16
Studs: Thick " = 1.75 Width " = 9.25 Spac'g " = 16 Hmax ' = 17 b " = 1.75 d " = 9.25 S "3
= 25.0 I "4 = 115.4
Allowable Shear, Fv (psi) = 400 Wood Grade: LSL
Tabulated Bending, Fb (psi) = 1700 c = 0.9
Tabulated Comp., Fc (psi) = 1400 Repetitive Member Factor Cr = 1.04 Modulus of Elasticity, E (psi) = 1.30E+06 Size Factor CfFb= 1.00 Min Modulus of Elasticity, EMIN (psi) =6.61E+05 Size Factor CfFc= 1.00 Dead Load + Live Load LC1: DL + LL
DL (psf) = 20 LL (psf) = 50 T.W. joist ' = 4.5
DLwall (psf)= 16 T.W. wall ' = 8.5
Eccentricity (e) " = 0 wDL+LL (plf) = 315
Pjoist # = [(DL+LL psf) * T.W.] (Spac'g)/12" = 420
Mjoist DL+LL '# = Pjoist* e = 0 Pstud # = 601
Live Load Duration Factor (Cd) = 1.25
Allowable Bending, F'b (psi) = 2210
Allowable Comp., Fc* (psi) = 1750
Cp = 0.565 F'c (psi) =989
fc (psi) fb (psi)
LC1 37 0 0.00 < 1.0 2 X 9 @ 16'' o.c. O.K.
FcE (psi) = 1117 fc / FcE < 1.0 O.K.
RB = 25 FbE (psi) = 1287 fb / FbE < 1.0 O.K.
Dead Load + Wind Load LC2: DL + 0.6WL LC3: D+.75LL + .75(0.6WL) Pjoist DL # = 120 ASD Enclosure Classification per sec 26.2 :
Mjoist DL '# = 0 ASD
Pstud DL # = 301 ASD 102 mph Kd : 0.85
Pjoist DL+.75LL # = 345 ASD C Height: 17 ft
Mjoist DL+.75LL '# = 0 ASD III Wall Zone: 5
Pstud DL+.75LL # = 526 ASD 1.00 Kh : 0.87
Wind: WL (psf) = 24.2 ULT 19.7 psf GCpi : 0.18
51.0 96.3 GCp: 1.05
wEL (plf) = 68 ULT
MEL '# = 2457 ULT Stud Reaction at Top and Bottom Plate (0.7EL) # = 405 ASD M0.7EL '# = 1720 ASD Standard top plate (3) 16d Face Nail capacity # = 453 O.K.
M.75(0.7EL) '# = 1290 ASD Standard bottom plate (4) 8d Toe Nail capacity # = 478 O.K.
Wind Load Duration Factor (Cd) = 1.60
Allowable Bending, F'b (psi) = 2829
Allowable Comp., Fc* (psi) = 2240
Cp = 0.460 F'c (psi) =1030
fc (psi) fb (psi)
LC2 19 827 0.41 < 1.0 2 X 9 @ 16'' o.c. O.K.
LC3 33 620 0.23 < 1.0 2 X 9 @ 16'' o.c. O.K.
FcE (psi) = 1117 fc / FcE < 1.0 O.K.
RB = 25 FbE (psi) = 1287 fb / FbE < 1.0 O.K.
Check Wind Load Deflection
Deflection Req. = L/ 240 Wall Finish:
Defl. " = 0.36 = L/ 570 < L/240 2 X 9 @ 16'' o.c. O.K.
qh per 30.3.2 :
Seismic Override (psf) = Effective Wind Area:
Combined Stress = [(fc) / F'c]^2 < 1.0
Additional Checks:
Wind Criteria per ASCE 7-16 Section 30.4.2
Wind Speed:
Exposure:
Combined Stress = fb / {F'b[1-(fc/FcE)]} + [(fc) / F'c]^2 OR [(fb) / FbE]^2 < 1.0 Additional Checks:
Other Brittle Finishes
Risk Category :
Kzt :
Eccentricity
Joist/
Stud
Ledger
Stud Stud
Joist/
Top
Use 42% wind pressure for deflection calculation per table 1604.3, footnote f Use Override
14 of 179 7.j.2
Packet Pg. 1249 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Job #19576
Stud Walls
Engineer: KNC
10/27/2020
San Carlos FS 16
Studs: Thick " = 2 Width " = 10 Spac'g " = 16 Hmax ' = 17 b " = 1.5 d " = 9.25 S "3
= 21.4 I "4 = 98.9
Allowable Shear, Fv (psi) = 180 Wood Grade: DF No. 2
Tabulated Bending, Fb (psi) = 900 c = 0.8
Tabulated Comp., Fc (psi) = 1350 Repetitive Member Factor Cr = 1.20 Modulus of Elasticity, E (psi) = 1.60E+06 Size Factor CfFb= 1.10 Min Modulus of Elasticity, EMIN (psi) = 5.80E+05 Size Factor CfFc= 1.00 Dead Load + Live Load LC1: DL + LL
DL (psf) = 20 LL (psf) = 50 T.W. joist ' = 7.5
DLwall (psf)= 16 T.W. wall ' = 8.5
Eccentricity (e) " = 0 wDL+LL (plf) = 525
Pjoist # = [(DL+LL psf) * T.W.] (Spac'g)/12" = 1506
Mjoist DL+LL '# = Pjoist* e = 0 Pstud # = 1529
Live Load Duration Factor (Cd) = 1.25
Allowable Bending, F'b (psi) = 1485
Allowable Comp., Fc* (psi) = 1688
Cp = 0.488 F'c (psi) = 823
fc (psi) fb (psi)
LC1 110 0 0.02 < 1.0 2 X 10 @ 16'' o.c. O.K.
FcE (psi) = 980 fc / FcE < 1.0 O.K.
RB = 29 FbE (psi) = 830 fb / FbE < 1.0 O.K.
Dead Load + Wind Load LC2: DL + 0.6WL LC3: D+.75LL + .75(0.6WL) Pjoist DL # = 560 ASD Enclosure Classification per sec 26.2 :
Mjoist DL '# = 0 ASD
Pstud DL # = 911 ASD 102 mph Kd : 0.85
Pjoist DL+.75LL # = 725 ASD C Height: 17 ft
Mjoist DL+.75LL '# = 0 ASD III Wall Zone: 5
Pstud DL+.75LL # = 1076 ASD 1.00 Kh : 0.87
Wind: WL (psf) = 24.2 ULT 19.7 psf GCpi : 0.18
31.0 96.3 GCp: 1.05
wEL (plf) = 41 ULT
MEL '# = 1493 ULT Stud Reaction at Top and Bottom Plate (0.6WL) # = 211 ASD M0.7EL '# = 1045 ASD Standard top plate (2) 16d Face Nail capacity # = 302 O.K.
M.7ELz '# = 1045 ASD Standard bottom plate (4) 8d Toe Nail capacity # = 478 O.K.
Wind Load Duration Factor (Cd) = 1.60
Allowable Bending, F'b (psi) = 1901
Allowable Comp., Fc* (psi) = 2160
Cp = 0.400 F'c (psi) = 865
fc (psi) fb (psi)
LC2 66 503 0.37 < 1.0 2 X 10 @ 16'' o.c. O.K.
LC3 78 377 0.22 < 1.0 2 X 10 @ 16'' o.c. O.K.
FcE (psi) = 980 fc / FcE < 1.0 O.K.
RB = 29 FbE (psi) = 830 fb / FbE < 1.0 O.K.
Check Wind Load Deflection
Deflection Req. = L/ 240 Wall Finish:
Defl. " = 0.21 = L/ 990 < L/240 2 X 10 @ 16'' o.c. O.K.
Combined Stress = fb / {F'b[1-(fc/FcE)]} + [(fc) / F'c]^2 OR [(fb) / FbE]^2 < 1.0 Additional Checks:
Other Brittle Finishes
Risk Category :
Kzt :
qh per 30.3.2 :
Seismic Override (psf) = Effective Wind Area:
Combined Stress = [(fc) / F'c]^2 < 1.0
Additional Checks:
Wind Criteria per ASCE 7-16 Section 30.4.2
Wind Speed:
Exposure:
Eccentricity
Joist/
Stud
Ledger
Stud Stud
Joist/
Top
Use 42% wind pressure for deflection calculation per table 1604.3, footnote f Use Override
15 of 179 7.j.2
Packet Pg. 1250 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 19576
Key plan 9/18/2020
Job # Engineer: LSW/KN San Carlos FS 16
A
A
%
%
C
C
1 1
2 2
3 3
4 4
5[21 GL%
6[10 6[10
6[10
6[10 6[10
6[10
A6
A6
%4
%4
16 of 179
R1
R2
RBM1
OUTRIGGER6x10
FASCIA
SLEEPER
RC 1 WD
RC 1 STL
7.j.2
Packet Pg. 1251 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: R1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
File = \\zfa.com\SR\Projects\2019\19576 San Carlos Fire Station 16\Calculations\San Carlos Fire Station.ec6 .
Project Title:
Engineer:
Project ID:
Printed: 14 APR 2020, 9:40AM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
iLevel Truss Joist
MicroLam LVL 2.0 E
2,600.0
2,600.0
2,510.0
750.0
2,000.0
1,016.54
285.0
1,555.0 42.010
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0240, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (roof) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.425: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.375ft
= 59.65 psi
=
3,250.00psi
Section used for this span 1.75x11.87
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr =
=
=
= = 356.25 psi
Section used for this span 1.75x11.87
Maximum Shear Stress Ratio 0.167 : 1
= 19.766 ft
=
1,381.83psi
Maximum Deflection
0 <240
329
Ratio = 0 <180
Max Downward Transient Deflection 0.344 in Ratio = 724 >=240 Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.756 in Ratio = >=180
Max Upward Total Deflection 0.000 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
D Only 0.00 0.00 0.00 0.00
Length = 20.750 ft 1 0.322 0.127 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.58 753.73 2340.00 0.45 256.50 32.53 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.425 0.167 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.74 1,381.83 3250.00 0.83 356.25 59.65 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.377 0.148 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.20 1,224.81 3250.00 0.73 356.25 52.87 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.109 0.043 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.55 452.24 4160.00 0.27 456.00 19.52 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.7559 10.451 0.0000 0.000
17 of 179 7.j.2
Packet Pg. 1252 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: R1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.24 .
File = \\zfa.com\SR\Projects\2019\19576 San Carlos Fire Station 16\Calculations\San Carlos Fire Station.ec6 .
Project Title:
Engineer:
Project ID:
Printed: 14 APR 2020, 9:40AM
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.913 0.913
Overall MINimum 0.415 0.415
D Only 0.498 0.498
+D+Lr 0.913 0.913
+D+0.750Lr 0.809 0.809
+0.60D 0.299 0.299
Lr Only 0.415 0.415
18 of 179 7.j.2
Packet Pg. 1253 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: R1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 14 OCT 2020, 4:48PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design
Douglas Fir-Larch
No.2
900
900
1350
625
1600
580
180
575 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0240, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (roof) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.923: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.375ft
= 49.24 psi
=
1,293.75psi
Section used for this span 2x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 225.00 psi
Section used for this span 2x12
Maximum Shear Stress Ratio 0.219 : 1
= 19.841 ft
=
1,194.50psi
Maximum Deflection
0 <240
288
Ratio = 0 <180
Max Downward Transient Deflection 0.392 in Ratio = 635 >=240 Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.862 in Ratio = >=180
Max Upward Total Deflection 0.000 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
D Only 0.00 0.00 0.00 0.00
Length = 20.750 ft 1 0.699 0.166 0.90 1.000 1.15 1.00 1.00 1.00 1.00 1.72 651.55 931.50 0.30 162.00 26.86 +D+Lr 1.000 1.15 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.923 0.219 1.25 1.000 1.15 1.00 1.00 1.00 1.00 3.15 1,194.50 1293.75 0.55 225.00 49.24 +D+0.750Lr 1.000 1.15 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.818 0.194 1.25 1.000 1.15 1.00 1.00 1.00 1.00 2.79 1,058.76 1293.75 0.49 225.00 43.65 +0.60D 1.000 1.15 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.236 0.056 1.60 1.000 1.15 1.00 1.00 1.00 1.00 1.03 390.93 1656.00 0.18 288.00 16.12 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.8622 10.451 0.0000 0.000
19 of 179 7.j.2
Packet Pg. 1254 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: R2
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 14 OCT 2020, 4:40PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
Select Structural
1500
1500
1700
625
1900
690
180
1000 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0240, Lr = 0.020 ksf, Tributary Width = 4.0 ft, (roof) Load for Span Number 2
Uniform Load : D = 0.0240, Lr = 0.020, W = -0.0930 ksf, Tributary Width = 4.0 ft, (roof) DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.678: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.853ft
= 66.62 psi
=
2,062.50psi
Section used for this span 4x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 225.00 psi
Section used for this span 4x12
Maximum Shear Stress Ratio 0.296 : 1
= 19.823 ft
=
1,398.20psi
Maximum Deflection
470 >=240
298
Ratio = 188 >=180
Max Downward Transient Deflection 0.379 in Ratio = 657 >=240 Max Upward Transient Deflection -0.229 in Ratio =
Max Downward Total Deflection 0.833 in Ratio = >=180
Max Upward Total Deflection -0.572 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
D Only 0.00 0.00 0.00 0.00
Length = 20.750 ft 1 0.514 0.224 0.90 1.100 1.00 1.00 1.00 1.00 1.00 4.69 762.66 1485.00 0.95 162.00 36.34 Length = 4.50 ft 2 0.106 0.224 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.97 157.99 1485.00 0.34 162.00 36.34 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.678 0.296 1.25 1.100 1.00 1.00 1.00 1.00 1.00 8.60 1,398.20 2062.50 1.75 225.00 66.62 Length = 4.50 ft 2 0.140 0.296 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.78 289.65 2062.50 0.63 225.00 66.62 +D+0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.601 0.262 1.25 1.100 1.00 1.00 1.00 1.00 1.00 7.62 1,239.32 2062.50 1.55 225.00 59.05 Length = 4.50 ft 2 0.124 0.262 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.58 256.73 2062.50 0.56 225.00 59.05 +D+0.60W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.359 0.128 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.83 947.73 2640.00 0.97 288.00 36.92 20 of 179 7.j.2
Packet Pg. 1255 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: R2
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 14 OCT 2020, 4:40PM
Project Descr:
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
Length = 4.50 ft 2 0.079 0.128 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.29 209.33 2640.00 0.45 288.00 36.92 +D+0.750Lr+0.450W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.520 0.196 1.60 1.100 1.00 1.00 1.00 1.00 1.00 8.45 1,374.07 2640.00 1.48 288.00 56.36 Length = 4.50 ft 2 0.007 0.196 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.12 18.76 2640.00 0.04 288.00 56.36 +D+0.450W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.341 0.125 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.53 899.57 2640.00 0.94 288.00 35.88 Length = 4.50 ft 2 0.045 0.125 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.72 117.50 2640.00 0.25 288.00 35.88 +0.60D+0.60W 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.246 0.083 1.60 1.100 1.00 1.00 1.00 1.00 1.00 4.00 649.35 2640.00 0.62 288.00 23.81 Length = 4.50 ft 2 0.103 0.083 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.68 272.53 2640.00 0.59 288.00 23.81 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.750 ft 1 0.173 0.076 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.82 457.59 2640.00 0.57 288.00 21.80 Length = 4.50 ft 2 0.036 0.076 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.58 94.79 2640.00 0.21 288.00 21.80 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.8332 10.201 0.0000 0.000
2 0.0000 10.201 -0.5725 4.500 +D+0.750Lr+0.420W
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.740 2.704
Overall MINimum 0.182 1.229
D Only 0.949 1.475
+D+Lr 1.740 2.704
+D+0.750Lr 1.542 2.397
+D+0.60W 1.058 0.362
+D+0.750Lr+0.450W 1.624 1.562
+D+0.450W 1.031 0.640
+0.60D+0.60W 0.678 -0.228
+0.60D 0.569 0.885
Lr Only 0.791 1.229
W Only 0.182 -1.856
21 of 179 7.j.2
Packet Pg. 1256 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: RBM 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 SEP 2020, 2:35PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F - V4
2,400.0
1,850.0
1,650.0
650.0
1,800.0
950.0
265.0
1,100.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
1,600.0ksi
850.0ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0260, Lr = 0.0130 ksf, Tributary Width = 20.750 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.824: 1
Load Combination +D+Lr+H
Span # where maximum occurs Span # 1
Location of maximum on span 13.125ft
= 132.29 psi
=
2,774.13psi
Section used for this span 5.125x21
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr+H
=
=
=
= = 331.25 psi
Section used for this span 5.125x21
Maximum Shear Stress Ratio 0.399 : 1
= 24.526 ft
=
2,284.51psi
Maximum Deflection
0 <360
250
Ratio = 0 <180
Max Downward Transient Deflection 0.407 in Ratio = 773 >=360 Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 1.257 in Ratio = >=180
Max Upward Total Deflection 0.000 in
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
+D+H 0.00 0.00 0.00 0.00
Length = 26.250 ft 1 0.773 0.375 0.90 0.925 1.00 1.00 1.00 1.00 1.00 48.48 1,544.34 1997.37 6.42 238.50 89.43 +D+L+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.696 0.337 1.00 0.925 1.00 1.00 1.00 1.00 1.00 48.48 1,544.34 2219.30 6.42 265.00 89.43 +D+Lr+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.824 0.399 1.25 0.925 1.00 1.00 1.00 1.00 1.00 71.71 2,284.51 2774.13 9.49 331.25 132.29 +D+S+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.605 0.293 1.15 0.925 1.00 1.00 1.00 1.00 1.00 48.48 1,544.34 2552.20 6.42 304.75 89.43 +D+0.750Lr+0.750L+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.757 0.367 1.25 0.925 1.00 1.00 1.00 1.00 1.00 65.90 2,099.47 2774.13 8.72 331.25 121.57 +D+0.750L+0.750S+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.605 0.293 1.15 0.925 1.00 1.00 1.00 1.00 1.00 48.48 1,544.34 2552.20 6.42 304.75 89.43 +D+0.60W+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 22 of 179 7.j.2
Packet Pg. 1257 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: RBM 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 17 SEP 2020, 2:35PM
Project Descr:
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
Length = 26.250 ft 1 0.435 0.211 1.60 0.925 1.00 1.00 1.00 1.00 1.00 48.48 1,544.34 3550.88 6.42 424.00 89.43 +D+0.750Lr+0.750L+0.450W+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.591 0.287 1.60 0.925 1.00 1.00 1.00 1.00 1.00 65.90 2,099.47 3550.88 8.72 424.00 121.57 +D+0.750L+0.750S+0.450W+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.435 0.211 1.60 0.925 1.00 1.00 1.00 1.00 1.00 48.48 1,544.34 3550.88 6.42 424.00 89.43 +0.60D+0.60W+0.60H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.261 0.127 1.60 0.925 1.00 1.00 1.00 1.00 1.00 29.09 926.60 3550.88 3.85 424.00 53.66 +D+0.70E+0.60H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.435 0.211 1.60 0.925 1.00 1.00 1.00 1.00 1.00 48.48 1,544.34 3550.88 6.42 424.00 89.43 +D+0.750L+0.750S+0.5250E+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.435 0.211 1.60 0.925 1.00 1.00 1.00 1.00 1.00 48.48 1,544.34 3550.88 6.42 424.00 89.43 +0.60D+0.70E+H 0.925 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.250 ft 1 0.261 0.127 1.60 0.925 1.00 1.00 1.00 1.00 1.00 29.09 926.60 3550.88 3.85 424.00 53.66 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr+H 1 1.2566 13.221 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 10.928 10.928
Overall MINimum 3.540 3.540
+D+H 7.387 7.387
+D+L+H 7.387 7.387
+D+Lr+H 10.928 10.928
+D+S+H 7.387 7.387
+D+0.750Lr+0.750L+H 10.042 10.042
+D+0.750L+0.750S+H 7.387 7.387
+D+0.60W+H 7.387 7.387
+D+0.750Lr+0.750L+0.450W+H 10.042 10.042
+D+0.750L+0.750S+0.450W+H 7.387 7.387
+0.60D+0.60W+0.60H 4.432 4.432
+D+0.70E+0.60H 7.387 7.387
+D+0.750L+0.750S+0.5250E+H 7.387 7.387
+0.60D+0.70E+H 4.432 4.432
D Only 7.387 7.387
Lr Only 3.540 3.540
H Only
23 of 179 7.j.2
Packet Pg. 1258 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Outrigger 6x10
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 7 OCT 2020, 11:20AM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0260, Lr = 0.0130 ksf, Tributary Width = 15.0 ft Uniform Load : W = -0.060 ksf, Tributary Width = 4.0 ft Load for Span Number 2
Uniform Load : D = 0.0220, Lr = 0.0130, W = -0.060 ksf, Tributary Width = 15.0 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.369: 1
Load Combination +D+Lr+H
Span # where maximum occurs Span # 1
Location of maximum on span 8.000ft
= 70.87 psi
=
1,687.50psi
Section used for this span 6x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr+H
=
=
=
= = 212.50 psi
Section used for this span 6x10
Maximum Shear Stress Ratio 0.333 : 1
= 7.240 ft
=
622.36psi
Maximum Deflection
410 >=360
1663
Ratio = 734 >=180
Max Downward Transient Deflection 0.048 in Ratio = 1994 >=360 Max Upward Transient Deflection -0.234 in Ratio =
Max Downward Total Deflection 0.058 in Ratio = >=180
Max Upward Total Deflection -0.131 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
+D+H 0.00 0.00 0.00 0.00
Length = 8.0 ft 1 0.326 0.308 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 1215.00 1.64 153.00 47.13 Length = 4.0 ft 2 0.326 0.308 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 1215.00 1.10 153.00 47.13 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.293 0.277 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 1350.00 1.64 170.00 47.13 Length = 4.0 ft 2 0.293 0.277 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 1350.00 1.10 170.00 47.13 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.369 0.333 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.29 622.36 1687.50 2.47 212.50 70.87 Length = 4.0 ft 2 0.369 0.333 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.29 622.36 1687.50 1.73 212.50 70.87 24 of 179 7.j.2
Packet Pg. 1259 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Outrigger 6x10
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 7 OCT 2020, 11:20AM
Project Descr:
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
+D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.255 0.241 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 1552.50 1.64 195.50 47.13 Length = 4.0 ft 2 0.255 0.241 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 1552.50 1.10 195.50 47.13 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.335 0.306 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.90 565.79 1687.50 2.26 212.50 64.93 Length = 4.0 ft 2 0.335 0.306 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.90 565.79 1687.50 1.57 212.50 64.93 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.255 0.241 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 1552.50 1.64 195.50 47.13 Length = 4.0 ft 2 0.255 0.241 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 1552.50 1.10 195.50 47.13 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.197 0.109 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.93 425.00 2160.00 1.03 272.00 29.64 Length = 4.0 ft 2 0.107 0.109 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.59 230.55 2160.00 0.64 272.00 29.64 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.214 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.19 463.30 2160.00 1.51 272.00 43.26 Length = 4.0 ft 2 0.044 0.159 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.66 95.82 2160.00 0.27 272.00 43.26 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.175 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.61 378.32 2160.00 1.01 272.00 29.11 Length = 4.0 ft 2 0.034 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.51 73.89 2160.00 0.20 272.00 29.11 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.181 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.70 391.00 2160.00 1.08 272.00 30.97 Length = 4.0 ft 2 0.180 0.114 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.68 388.98 2160.00 1.08 272.00 30.97 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.183 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 2160.00 1.64 272.00 47.13 Length = 4.0 ft 2 0.183 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 2160.00 1.10 272.00 47.13 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.183 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 2160.00 1.64 272.00 47.13 Length = 4.0 ft 2 0.183 0.173 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.73 396.08 2160.00 1.10 272.00 47.13 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.110 0.104 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.64 237.65 2160.00 0.99 272.00 28.28 Length = 4.0 ft 2 0.110 0.104 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.64 237.65 2160.00 0.66 272.00 28.28 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.750L+0.450W+H 1 0.0577 3.933 0.0000 0.000
2 0.0000 3.933 -0.2336 4.000 W Only
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.849 -5.460
Overall MINimum -0.060 1.755
+D+H 1.264 3.312
+D+L+H 1.264 3.312
+D+Lr+H 1.849 5.067
+D+S+H 1.264 3.312
+D+0.750Lr+0.750L+H 1.703 4.628
+D+0.750L+0.750S+H 1.264 3.312
+D+0.60W+H 1.228 0.036
+D+0.750Lr+0.750L+0.450W+H 1.676 2.171
+D+0.750L+0.750S+0.450W+H 1.237 0.855
+0.60D+0.60W+0.60H 0.722 -1.289
+D+0.70E+0.60H 1.264 3.312
+D+0.750L+0.750S+0.5250E+H 1.264 3.312
+0.60D+0.70E+H 0.758 1.987
D Only 1.264 3.312
Lr Only 0.585 1.755
W Only -0.060 -5.460
H Only
25 of 179 7.j.2
Packet Pg. 1260 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Window HDR
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 7 OCT 2020, 2:08PM
Project Descr:
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 6x10
Overall Column Height ft 12
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.1
Fb + 1,350.0
1,350.0 psi
925.0
625.0
170.0
675.0
31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in
Exact Depth 9.50 in
Area 52.250 in^2
Ix 392.964 in^4
Iy 131.714 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 12 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 12 ft, K = 1.0 Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 135.894 lbs * Dead Load Factor BENDING LOADS . . .
Lat. Uniform Load creating Mx-x, D = 0.050 k/ft
Lat. Uniform Load creating My-y, W = 0.190 k/ft
DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.3005
Location of max.above base 5.960 ft
Applied Axial 0.1359 k
Applied Mx 0.90 k-ft
Load Combination +D+0.60W
Load Combination +D+0.60W
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 19.636 psi
Allowable Shear psi 272.0
0.07219 : 1 Bending Compression Tension
Location of max.above base 12.0 ft
: 1
At maximum location values are . . .
Applied My 2.052 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.30 k Bottom along Y-Y 0.30 k
Governing NDS Forumlamp + Mxx + Myy, NDS Eq. 3.9- Top along X-X 1.140 k Bottom along X-X 1.140 k Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.03750 in at 6.040 ft above base
for load combination : D Only
Along X-X 0.1786 in at 6.040 ft above base
Fc : Allowable 609.97 psi
Other Factors used to calculate allowable stresses . . . for load combination : +D+0.420W
26 of 179 7.j.2
Packet Pg. 1261 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Window Column B.4
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 13 OCT 2020, 11:59AM
Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top & Bottom Pinned
Overall Column Height 11.0
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : HSS4x4x3/8
46.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 11.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 11.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 189.970 lbs * Dead Load Factor AXIAL LOADS . . .
Axial Load at 11.0 ft, D = 0.80, LR = 0.650 k
Axial Load at 8.0 ft, D = 0.60 k
BENDING LOADS . . .
Lat. Point Load at 8.0 ft creating Mx-x, W = 2.240 k
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.2307
Location of max.above base 7.973 ft
2.233 k
115.045 k
4.871 k-ft
Load Combination +1.20D+0.50Lr+W
Load Combination +1.20D+0.50Lr+W
22.046 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
1.629 k
0.03818 : 1
Location of max.above base 8.047 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu
0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable
0.9 * Mn-x :
0.9 * Mn-y :
Mu-y
22.046 k-ft
0.0 k-ft
Maximum Load Reactions . .
Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 1.629 k
Bottom along Y-Y 0.6109 k
Maximum Load Deflections . . .
Along Y-Y 0.1220 in at 6.128ft above base
for load combination :+D+0.750Lr+0.450W
Along X-X 0.0 in at 0.0ft above base
for load combination :
42.667
27 of 179 7.j.2
Packet Pg. 1262 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Fascia
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 28 OCT 2020, 4:42PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1000
1000
1500
625
1700
620
180
675 31.21
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0270, Lr = 0.020, W = -0.070 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.061: 1
Load Combination +D+Lr+H
Span # where maximum occurs Span # 1
Location of maximum on span 2.250ft
= 9.76 psi
=
1,625.00psi
Section used for this span 4x8
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr+H
=
=
=
= = 225.00 psi
Section used for this span 4x8
Maximum Shear Stress Ratio 0.043 : 1
= 3.909 ft
=
98.57psi
Maximum Deflection
18698 >=180
11049
Ratio = 47595 >=120
Max Downward Transient Deflection 0.002 in Ratio = 27486 >=180 Max Upward Transient Deflection -0.003 in Ratio =
Max Downward Total Deflection 0.005 in Ratio = >=120
Max Upward Total Deflection -0.001 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
+D+H 0.00 0.00 0.00 0.00
Length = 4.50 ft 1 0.050 0.036 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.15 58.94 1170.00 0.10 162.00 5.83 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.045 0.032 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.15 58.94 1300.00 0.10 180.00 5.83 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.061 0.043 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.25 98.57 1625.00 0.17 225.00 9.76 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.039 0.028 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.15 58.94 1495.00 0.10 207.00 5.83 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.055 0.039 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.23 88.66 1625.00 0.15 225.00 8.78 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.039 0.028 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.15 58.94 1495.00 0.10 207.00 5.83 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 28 of 179 7.j.2
Packet Pg. 1263 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Fascia
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 28 OCT 2020, 4:42PM
Project Descr:
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
Length = 4.50 ft 1 0.012 0.008 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.06 24.27 2080.00 0.04 288.00 2.40 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.013 0.009 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.07 26.25 2080.00 0.04 288.00 2.60 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.002 0.001 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.01 3.47 2080.00 0.01 288.00 0.34 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.023 0.016 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 47.85 2080.00 0.08 288.00 4.74 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.028 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 58.94 2080.00 0.10 288.00 5.83 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.028 0.020 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 58.94 2080.00 0.10 288.00 5.83 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.017 0.012 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 35.37 2080.00 0.06 288.00 3.50 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr+H 1 0.0049 2.266 0.0000 0.000
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum -0.315 -0.315
Overall MINimum 0.090 0.090
+D+H 0.134 0.134
+D+L+H 0.134 0.134
+D+Lr+H 0.224 0.224
+D+S+H 0.134 0.134
+D+0.750Lr+0.750L+H 0.201 0.201
+D+0.750L+0.750S+H 0.134 0.134
+D+0.60W+H -0.055 -0.055
+D+0.750Lr+0.750L+0.450W+H 0.060 0.060
+D+0.750L+0.750S+0.450W+H -0.008 -0.008
+0.60D+0.60W+0.60H -0.109 -0.109
+D+0.70E+0.60H 0.134 0.134
+D+0.750L+0.750S+0.5250E+H 0.134 0.134
+0.60D+0.70E+H 0.080 0.080
D Only 0.134 0.134
Lr Only 0.090 0.090
W Only -0.315 -0.315
H Only
29 of 179 7.j.2
Packet Pg. 1264 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Sleeper
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 7 OCT 2020, 2:33PM
Project Descr:
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,000.0
1,000.0
1,500.0
625.0
1,700.0
620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 4.0 ft Load for Span Number 2
Uniform Load : D = 0.0250, Lr = 0.020, W = -0.0680 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.617: 1
Load Combination +D+Lr+H, LL Comb Run (LL)
Span # where maximum occurs Span # 1
Location of maximum on span 4.000ft
= 50.99 psi
=
1,625.00psi
Section used for this span 4x6
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr+H, LL Comb Run (LL) =
=
=
= = 225.00 psi
Section used for this span 4x6
Maximum Shear Stress Ratio 0.227 : 1
= 3.553 ft
=
1,001.97psi
Maximum Deflection
538 >=180
362
Ratio = 1012 >=120
Max Downward Transient Deflection 0.125 in Ratio = 768 >=180 Max Upward Transient Deflection -0.178 in Ratio =
Max Downward Total Deflection 0.264 in Ratio = >=120
Max Upward Total Deflection -0.095 in
fb: Actual
Fb: Allowable
fv: Actual
Fv: Allowable
Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
+D+H 0.00 0.00 0.00 0.00
Length = 4.0 ft 1 0.484 0.178 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1170.00 0.37 162.00 28.84 Length = 4.0 ft 2 0.484 0.178 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1170.00 0.37 162.00 28.84 +D+L+H, LL Comb Run (*L) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.436 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1300.00 0.37 180.00 28.84 Length = 4.0 ft 2 0.436 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1300.00 0.37 180.00 28.84 +D+L+H, LL Comb Run (L*) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.436 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1300.00 0.37 180.00 28.84 Length = 4.0 ft 2 0.436 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1300.00 0.37 180.00 28.84 +D+L+H, LL Comb Run (LL) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 30 of 179 7.j.2
Packet Pg. 1265 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Sleeper
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 7 OCT 2020, 2:33PM
Project Descr:
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
Length = 4.0 ft 1 0.436 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1300.00 0.37 180.00 28.84 Length = 4.0 ft 2 0.436 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1300.00 0.37 180.00 28.84 +D+Lr+H, LL Comb Run (*L) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.617 0.227 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.47 1,001.97 1625.00 0.65 225.00 50.99 Length = 4.0 ft 2 0.617 0.227 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.47 1,001.97 1625.00 0.65 225.00 50.99 +D+Lr+H, LL Comb Run (L*) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.349 0.171 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1625.00 0.49 225.00 38.52 Length = 4.0 ft 2 0.349 0.171 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1625.00 0.37 225.00 38.52 +D+Lr+H, LL Comb Run (LL) 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.617 0.227 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.47 1,001.97 1625.00 0.65 225.00 50.99 Length = 4.0 ft 2 0.617 0.227 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.47 1,001.97 1625.00 0.65 225.00 50.99 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.379 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1495.00 0.37 207.00 28.84 Length = 4.0 ft 2 0.379 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1495.00 0.37 207.00 28.84 +D+0.750Lr+0.750L+H, LL Comb Ru 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.550 0.202 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.31 893.16 1625.00 0.58 225.00 45.45 Length = 4.0 ft 2 0.550 0.202 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.31 893.16 1625.00 0.58 225.00 45.45 +D+0.750Lr+0.750L+H, LL Comb Ru 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.349 0.160 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1625.00 0.46 225.00 36.10 Length = 4.0 ft 2 0.349 0.160 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1625.00 0.37 225.00 36.10 +D+0.750Lr+0.750L+H, LL Comb Ru 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.550 0.202 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.31 893.16 1625.00 0.58 225.00 45.45 Length = 4.0 ft 2 0.550 0.202 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.31 893.16 1625.00 0.58 225.00 45.45 +D+0.750L+0.750S+H, LL Comb Ru 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.379 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1495.00 0.37 207.00 28.84 Length = 4.0 ft 2 0.379 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1495.00 0.37 207.00 28.84 +D+0.750L+0.750S+H, LL Comb Ru 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.379 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1495.00 0.37 207.00 28.84 Length = 4.0 ft 2 0.379 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1495.00 0.37 207.00 28.84 +D+0.750L+0.750S+H, LL Comb Ru 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.379 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1495.00 0.37 207.00 28.84 Length = 4.0 ft 2 0.379 0.139 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 1495.00 0.37 207.00 28.84 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.167 0.076 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.51 347.74 2080.00 0.28 288.00 21.81 Length = 4.0 ft 2 0.154 0.076 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.47 321.13 2080.00 0.21 288.00 21.81 +D+0.750Lr+0.750L+0.450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.109 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 227.26 2080.00 0.25 288.00 19.12 Length = 4.0 ft 2 0.109 0.066 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 227.26 2080.00 0.15 288.00 19.12 +D+0.750Lr+0.750L+0.450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.133 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.41 275.62 2080.00 0.29 288.00 22.71 Length = 4.0 ft 2 0.048 0.079 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 99.17 2080.00 0.06 288.00 22.71 +D+0.750Lr+0.750L+0.450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.109 0.092 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 227.26 2080.00 0.34 288.00 26.38 Length = 4.0 ft 2 0.109 0.092 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.33 227.26 2080.00 0.15 288.00 26.38 +D+0.750L+0.750S+0.450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.094 0.054 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 195.60 2080.00 0.20 288.00 15.45 Length = 4.0 ft 2 0.048 0.054 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 99.17 2080.00 0.06 288.00 15.45 +D+0.750L+0.750S+0.450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.094 0.054 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 195.60 2080.00 0.20 288.00 15.45 Length = 4.0 ft 2 0.048 0.054 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 99.17 2080.00 0.06 288.00 15.45 +D+0.750L+0.750S+0.450W+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.094 0.054 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.29 195.60 2080.00 0.20 288.00 15.45 Length = 4.0 ft 2 0.048 0.054 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 99.17 2080.00 0.06 288.00 15.45 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.263 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 547.83 2080.00 0.36 288.00 27.88 Length = 4.0 ft 2 0.263 0.097 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.81 547.83 2080.00 0.36 288.00 27.88 +D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.272 0.100 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 2080.00 0.37 288.00 28.84 Length = 4.0 ft 2 0.272 0.100 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 2080.00 0.37 288.00 28.84 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 31 of 179 7.j.2
Packet Pg. 1266 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Beam
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Sleeper
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 7 OCT 2020, 2:33PM
Project Descr:
Span #
Load Combination Moment Values
C i C L C CC C d F/V r m t
Max Stress Ratios Shear Values
Segment Length M V C M fb F'b V F'v fv
Length = 4.0 ft 1 0.272 0.100 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 2080.00 0.37 288.00 28.84 Length = 4.0 ft 2 0.272 0.100 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 2080.00 0.37 288.00 28.84 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.272 0.100 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 2080.00 0.37 288.00 28.84 Length = 4.0 ft 2 0.272 0.100 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 2080.00 0.37 288.00 28.84 +D+0.750L+0.750S+0.5250E+H, LL 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.272 0.100 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 2080.00 0.37 288.00 28.84 Length = 4.0 ft 2 0.272 0.100 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.83 566.74 2080.00 0.37 288.00 28.84 +0.60D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.163 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.50 340.04 2080.00 0.22 288.00 17.30 Length = 4.0 ft 2 0.163 0.060 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.50 340.04 2080.00 0.22 288.00 17.30 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
1 0.0000 0.000 -0.0248 2.413 +D+Lr+H, LL Comb Run (*L)
+D+Lr+H, LL Comb Run (*L) 2 0.2643 4.000 0.0000 2.413
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.544 -1.632
Overall MINimum 0.544 0.640
+D+H -0.000 0.833
+D+L+H, LL Comb Run (*L) -0.000 0.833
+D+L+H, LL Comb Run (L*) -0.000 0.833
+D+L+H, LL Comb Run (LL) -0.000 0.833
+D+Lr+H, LL Comb Run (*L) -0.160 1.313
+D+Lr+H, LL Comb Run (L*) 0.160 0.993
+D+Lr+H, LL Comb Run (LL) -0.000 1.473
+D+S+H -0.000 0.833
+D+0.750Lr+0.750L+H, LL Comb Run (* -0.120 1.193
+D+0.750Lr+0.750L+H, LL Comb Run (L 0.120 0.953
+D+0.750Lr+0.750L+H, LL Comb Run (L -0.000 1.313
+D+0.750L+0.750S+H, LL Comb Run (*L -0.000 0.833
+D+0.750L+0.750S+H, LL Comb Run (L* -0.000 0.833
+D+0.750L+0.750S+H, LL Comb Run (LL -0.000 0.833
+D+0.60W+H 0.326 -0.146
+D+0.750Lr+0.750L+0.450W+H, LL Comb 0.125 0.459
+D+0.750Lr+0.750L+0.450W+H, LL Comb 0.365 0.219
+D+0.750Lr+0.750L+0.450W+H, LL Comb 0.245 0.579
+D+0.750L+0.750S+0.450W+H, LL Comb 0.245 0.099
+D+0.750L+0.750S+0.450W+H, LL Comb 0.245 0.099
+D+0.750L+0.750S+0.450W+H, LL Comb 0.245 0.099
+0.60D+0.60W+0.60H 0.326 -0.479
+D+0.70E+0.60H -0.000 0.833
+D+0.750L+0.750S+0.5250E+H, LL Comb -0.000 0.833
+D+0.750L+0.750S+0.5250E+H, LL Comb -0.000 0.833
+D+0.750L+0.750S+0.5250E+H, LL Comb -0.000 0.833
+0.60D+0.70E+H -0.000 0.500
D Only -0.000 0.833
Lr Only, LL Comb Run (*L) -0.160 0.480
Lr Only, LL Comb Run (L*) 0.160 0.160
Lr Only, LL Comb Run (LL) -0.000 0.640
W Only 0.544 -1.632
H Only
32 of 179 7.j.2
Packet Pg. 1267 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: RC 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 .
File = \\zfa.com\SR\Projects\2019\19576 San Carlos Fire Station 16\Calculations\San Carlos Fire Station.ec6 .
Project Title:
Engineer:
Project ID:
Printed: 17 APR 2020, 11:14AM
Project Descr:
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 6x6
Overall Column Height ft 12.25
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir - Larch
Wood Grade No.1
Fb + 1,350.0
1,350.0 psi
925.0
625.0
170.0
675.0
31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in
Exact Depth 5.50 in
Area 30.250 in^2
Ix 76.255 in^4
Iy 76.255 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 12.25 ft, K = Unbraced Length for buckling ABOUT Y-Y Axis = 12.25 ft, K = Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 80.314 lbs * Dead Load Factor AXIAL LOADS . . .
Axial Load at 12.250 ft, D = 7.450, Lr = 3.540 k
BENDING LOADS . . .
Lat. Uniform Load creating Mx-x, W = 0.1840 k/ft
DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.9543
Location of max.above base 6.084 ft
Applied Axial 10.185 k
Applied Mx 1.553 k-ft
Load Combination +D+0.750Lr+0.450W
Load Combination +D+0.60W
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 33.531 psi
Allowable Shear psi 272.0
0.1233 : 1 Bending Compression Tension
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 1.127 k Bottom along Y-Y 1.127 k
Governing NDS Forumla11Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.3244 in at 6.166 ft above base
for load combination : +D+0.420W
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 589.40 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
33 of 179 7.j.2
Packet Pg. 1268 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: RC 2
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 6 OCT 2020, 6:51PM
Project Descr:
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 6x8
Overall Column Height ft 12.25
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir - Larch
Wood Grade No.1
Fb + 1,350.0
1,350.0 psi
925.0
625.0
170.0
675.0
31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in
Exact Depth 7.50 in
Area 41.250 in^2
Ix 193.359 in^4
Iy 103.984 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 12.25 ft, K = Unbraced Length for buckling ABOUT Y-Y Axis = 12.25 ft, K = Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 109.519 lbs * Dead Load Factor AXIAL LOADS . . .
Axial Load at 12.250 ft, D = 15.0, Lr = 7.0 k
BENDING LOADS . . .
Lat. Uniform Load creating Mx-x, W = 0.1840 k/ft
DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.9827
Location of max.above base 6.084 ft
Applied Axial 20.360 k
Applied Mx 1.553 k-ft
Load Combination +D+0.750Lr+0.450W
Load Combination +D+0.60W
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 24.589 psi
Allowable Shear psi 272.0
0.09040 : 1 Bending Compression Tension
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 1.127 k Bottom along Y-Y 1.127 k
Governing NDS Forumla11Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.3244 in at 6.166 ft above base
for load combination : +D+0.420W
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 589.40 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
34 of 179 7.j.2
Packet Pg. 1269 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Wood Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: RC 3
Title Block Line 1
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using the "Settings" menu item
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 6 OCT 2020, 7:35PM
Project Descr:
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Wood Section Name 6x6
Overall Column Height ft 12.25
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors End Fixities Top & Bottom Pinned
Wood Species Douglas Fir - Larch
Wood Grade No.1
Fb + 1,350.0
1,350.0 psi
925.0
625.0
170.0
675.0
31.210
psi Fv psi
Fb - Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1,600.0
580.0
1,600.0
580.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in
Exact Depth 5.50 in
Area 30.250 in^2
Ix 76.255 in^4
Iy 76.255 in^4
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,600.0
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi No
Minimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 12.25 ft, K = Unbraced Length for buckling ABOUT Y-Y Axis = 12.25 ft, K = Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 80.314 lbs * Dead Load Factor AXIAL LOADS . . .
Axial Load at 12.250 ft, D = 11.50, Lr = 5.40 k
BENDING LOADS . . .
Lat. Uniform Load creating Mx-x, W = 0.1840 k/ft
DESIGN SUMMARY
FAIL
PASS
Max. Axial+Bending Stress Ratio = 2.147
Location of max.above base 6.084 ft
Applied Axial 15.630 k
Applied Mx 1.553 k-ft
Load Combination +D+0.750Lr+0.450W
Load Combination +D+0.60W
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 33.531 psi
Allowable Shear psi 272.0
0.1233 : 1 Bending Compression Tension
Location of max.above base 0.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 1.127 k Bottom along Y-Y 1.127 k
Governing NDS Forumla11Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.3244 in at 6.166 ft above base
for load combination : +D+0.420W
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 589.40 psi
Other Factors used to calculate allowable stresses . . . for load combination : n/a
35 of 179 7.j.2
Packet Pg. 1270 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: RC 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.2.28 .
File = \\zfa.com\SR\Projects\2019\19576 San Carlos Fire Station 16\Calculations\San Carlos Fire Station.ec6 .
Project Title:
Engineer:
Project ID:
Printed: 17 APR 2020, 11:15AM
Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top & Bottom Pinned
Overall Column Height 13.0
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : HSS4x4x5/16
46.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 13.0 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 13.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 192.790 lbs * Dead Load Factor AXIAL LOADS . . .
Axial Load at 13.0 ft, D = 7.540, LR = 3.540 k
BENDING LOADS . . .
Lat. Uniform Load creating Mx-x, W = 0.1840 k/ft
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.2696
Location of max.above base 6.456 ft
11.049 k
81.199 k
3.887 k-ft
Load Combination +1.20D+0.50Lr+W
Load Combination +1.20D+0.50Lr+W
19.286 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
1.196 k
0.03175 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu
0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable
0.9 * Mn-x :
0.9 * Mn-y :
Mu-y
19.286 k-ft
0.0 k-ft
Maximum Load Reactions . .
Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 1.196 k
Bottom along Y-Y 1.196 k
Maximum Load Deflections . . .
Along Y-Y 0.4509 in at 6.544ft above base
for load combination :W Only
Along X-X 0.0 in at 0.0ft above base
for load combination :
37.672
36 of 179 7.j.2
Packet Pg. 1271 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: RC 1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: San Carlos Fire Station.ec6
Project Title:
Engineer:
Project ID:
Printed: 7 OCT 2020, 7:00PM
Project Descr:
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Analysis Method : Top & Bottom Pinned
Overall Column Height 30.0
Load Resistance Factor Top & Bottom Fixity
Fy : Steel Yield
29,000.0 ksi
ksi
Steel Section Name : HSS5x5x3/8
46.0 ft
E : Elastic Bending Modulus
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 17 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 17 ft, K = 1.0 Brace condition for deflection (buckling) along columns :
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 671.10 lbs * Dead Load Factor AXIAL LOADS . . .
Axial Load at 30.0 ft, D = 15.0, LR = 7.0 k
BENDING LOADS . . .
Lat. Uniform Load creating Mx-x, W = 0.1840 k/ft
DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio = 0.6631
Location of max.above base 15.101 ft
22.305 k
114.899 k
20.699 k-ft
Load Combination +1.20D+0.50Lr+W
Load Combination +1.20D+0.50Lr+W
36.570 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
2.760 k
0.04832 : 1
Location of max.above base 0.0 ft
At maximum location values are . . .
: 1
At maximum location values are . . .
k
Pu
0.9 * Pn
Mu-x
Vu : Applied
Vn * Phi : Allowable
0.9 * Mn-x :
0.9 * Mn-y :
Mu-y
36.570 k-ft
0.0 k-ft
Maximum Load Reactions . .
Top along X-X 0.0 k
Bottom along X-X 0.0 k
Top along Y-Y 2.760 k
Bottom along Y-Y 2.760 k
Maximum Load Deflections . . .
Along Y-Y 5.386 in at 15.101ft above base
for load combination :W Only
Along X-X 0.0 in at 0.0ft above base
for load combination :
57.115
37 of 179 7.j.2
Packet Pg. 1272 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) 38 of 179 7.j.2
Packet Pg. 1273 Attachment: Fire Station 16 Plans and Specs (Fire Station 16 Plans and Specs) Steel Column
Lic. # : KW-06007171 ZFA STRUCTURAL ENGINEERS
DESCRIPTION: Window Column B
Title Block Line 1
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using the "Settings" menu item
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Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 File: San Carlos Fire Station.ec6
Project Title: