S1b BASEMENT FOUNDATION PLAN

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EXTERIOR SHEATHING, EXTERIOR SHEATHING, FOUNDATION NOTES RE: FRAMING 10 2'-0" 2'-0" RE: FRAMING P.T. 2x CONT. PLATE w/ 1/2" DIA x SEE FOUNDATION WALL REINFORCING SCHEDULE FOR VERTICAL AND HORIZONTAL REINFORCING AT SIM: SEE DETAIL 1/S0b 2x STUDS, RE: FRAMING 2 A.B. w/ 8" EMBEDMENT @ 4'-0" REQUIREMENTS. STEEL REINFORCING BARS SHALL BE GRADE 60 DEFORMED BARS. #5 GRADE 40 STEEL MAY BE 2x STUDS, RE: FRAMING FOR FLOOR AND UPPER EDGE NAILING (2) #5 CONT. TOP o.c. & WITHIN 1'-0" OF EACH END SUBSTITUTED FOR #4 GRADE 60 STEEL. BEND OR LAP ALL BARS 48 BAR DIAMETERS WITH A MINIMUM OF 24" WALL FRAMING 2x CONT. PLATE w/ OF EACH PIECE OF SILL PLATE. AROUND CORNERS. PROVIDE (2) #4S AROUND ALL OPENINGS WITH (2) #4 X 4' AT ALL CORNERS. ANCHOR BOLTS 16d @ 8" o.c. TJI BLOCKING SHALL BE A MINIMUM 1/2" DIAMETER WITH MIN. 8" EMBEDMENT @ 4'-0" ON CENTER, MAXIMUM SPACING W/ FLOOR SHEATHING, FLOOR SHEATHING, RE: FOUNDATION WALL MINIMUM OF (2) BOLTS PER PLATE. RE: FRAMING RE: FRAMING REINFORCING SCHEDULE CONCRETE FOUNDATION SHALL BE: REF. PLAN ______PSI3000 COMPRESSIVE STRENGTH AT 28 DAYS RIM BOARD NOTE: ONLY HORIZONTAL BARS 1/2" EXP. JOINT MATERIAL WATER TO CEMENT RATIO SHALL BE 0.50 OR LESS. GRADE SHOWN, RE: FOUNDATION

2'-0" CEMENT TYPE SHALL BE: NOTES & FOUNDATION TYPE I OR TYPE II MODIFIED WHEN 3000 PSI SPECIFIED SEE FRAMING PLAN FOR FLOOR SEE FRAMING PLAN FOR FLOOR WALL REINFORCING 4" CONCRETE SLAB-ON-GRADE, TYPE II MODIFIED WHEN 4000 PSI SPECIFIED JOIST SIZE AND SPACING OR JOIST SIZE AND SPACING SCHEDULE RE: FOUNDATION NOTES FOR TYPE V WHEN 4500 PSI SPECIFIED RE: SECTIONS BLOCKING @ 24" o.c. REINFORCEMENT, SCORE SLAB w/ 10 SLUMP OF 4" PLUS/MINUS 1" 1" DEEP CONTROL JOINTS @ 200 P.T. 2x CONT. PLATE w/ 1/2" DIA x 3 AIR CONTENT OF 6% PLUS/MINUS 1% S.F. MAX (TYP.) A.B. W/ 8" EMBEDMENT @ 4'-0" PLAN VIEW REFER TO ACI 318 FOR ADDITIONAL INFORMATION. o.c. & WITHIN 1'-0" OF EACH END HOLD TOP OF WALL DOWN DO NOT PLACE BACKFILL AGAINST FOUNDATION UNTIL CONCRETE HAS CURED AND FOUNDATION ADEQUATELY OF EACH PIECE OF SILL PLATE. AT GARAGE DOOR AND SHORED. BACKFILL TO REQUIRED GRADE ELEVATION AND SLOPE AWAY FROM BUILDING. POUR SLAB OVER WALL CORNER REINFORCEMENT GRADE ALL CONCRETE SLABS SHALL BE 4" THICK WITH 6X6-W1.4XW1.4 W.W.F. UNLESS OTHERWISE NOTED WITH A EXTERIOR SHEATHING, 3'-10" TYPICAL (3'-0" MINIMUM) (2) #5 CONT. TOP 1'-6" MIN. 9 (2) #5 CONT. TOP, TYP., RE: FRAMING 2'-0" MIN. N.T.S. MINIMUM LAP OF 12". PROVIDE SCORES OR SAWCUTS IN ALL SLABS @ 12'-0" O.C. MAX. OR AS NOTED ON PLANS.

RE: FOUNDATION WALL SEE FOUNDATION WALL HEIGHT NOTE WHERE POSSIBLE, ALIGN SAW CUT WITH COLUMN CENTERLINES AND RE-ENTRANT CORNERS. FOUNDATIONS, 1 1/2" CLEAR 2x STUDS, RE: FRAMING VERTICAL BARS, RE: FOUNDATION REINFORCING SCHEDULE WALL REINFORCING SCHEDULE FOOTINGS AND WALLS ARE DESIGNED BASED ON THE FOLLOWING: MAINTAIN FROST DEPTH (2) #5 CONT. BOT SOILS REPORT NUMBER ______186132 (3) 2x POST, MIN. BY ______A.G. Wassenaar, Inc NOTE: BASEMENT FLOOR OR FLOOR 4'-0" TYPICAL DATED ______Aug. 22, 2019 BRACING MUST BE INSTALLED 10 #4 x 2'-6" @ 18" o.c. SHEATHING MAXIMUM BEARING CAPACITY OF ______2000 PSF AND A MIN. DEAD LOAD OF ______0 PSF. P.T. 2x CONT. PLATE w/ 1/2" DIA x 8" PRIOR TO BACKFILLING. 3 CONTRACTOR SHALL NOTIFY ENGINEER OF ANY UNANTICIPATED SOILS CONDITIONS. A.B. w/ 8" EMBEDMENT @ 4'-0" MIN. 4" x 4" x WIDTH OF 8" TYP. RE: SCH. o.c. & WITHIN 1'-0" OF EACH END 3" CLR. FOOTING VOID FORM AS REQ'D RIM BOARD 10-21-2019 CONCRETE PROTECTION FOR REINFORCEMENT (U.N.O.) OF EACH PIECE OF SILL PLATE. PER GEOTECHNICAL 8" ENGINEER AT 12'-0" o.c. AND SHEATHING & NAILING, CONCRETE POURED AGAINST EARTH 3" RE: FRAMING NOTES CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH AND WEATHER: VERTICAL BARS CENTERED UNDER ALL #5 BARS OR SMALLER 1 1/2" RE: FOUNDATION WALL (2) #5 CONT. TOP, TYP., RE: TO PLAN WINDOW WELLS. BARS LARGER THAN #5 2" REINFORCING SCHEDULE RE: FOUNDATION WALL REINFORCING SCHEDULE SLABS 3/4" GARAGE WALL SECTION STRAP TIE GRADE HOLD-DOWN, RE: DESIGN LOADS AS PER SECTION R301, I.R.C. WITH LOCAL AMENDMENTS: HORIZONTAL BARS 3 3/4" = 1'-0" PLAN HOLD-DOWN A. ROOF: (SNOW) 30 PSF LIVE RE: FOUNDATION WALL 1 1 SCHEDULE (EMBED B. ROOF: 25 PSF DEAD 5 2" 5 2" REINFORCING SCHEDULE 2x CONT. PLATE w/ AT TIME OF CONC. TOP CHORD = 15 PSF & BOTTOM CHORD = 10 PSF EXTERIOR SHEATHING, 1 1/2" CLEAR 16d @ 8" o.c. PLACEMENT). C. FLOORS AND INTERIOR STAIRS: 40 PSF LL, 15 PSF DL RE: FRAMING VERTICAL BARS, D.EXTERIOR DECKS: 40 PSF LL, 10 PSF DL RE: FOUNDATION WALL 2x STUDS, RE: FRAMING FLOOR SHEATHING, (3) 2x POST, MIN. EXTERIOR BALCONY: LL = 40 PSF, DL = 55 PSF @ CONC. TOPPING & 15 PSF @ DURA DECK 9'-0" TYPICAL REINFORCING SCHEDULE RE: FRAMING E. WIND: 115 MPH EXPOSURE C (ULT) F. SEISMIC CATEGORY: B RIM BOARD FLOOR G. WEATHERING: SEVERE SHEATHING HORIZONTAL BARS, 10 H. FROST DEPTH: 36 INCHES RE: FOUNDATION WALL P.T. 2x CONT. PLATE w/ 1/2" DIA x 2 I. TERMITE INFESTATION: SLIGHT TO MODERATE RIM BOARD REINFORCING SCHEDULE A.B. w/ 8" EMBEDMENT @ 4'-0" J. DECAY: SLIGHT TO MODERATE o.c. & WITHIN 1'-0" OF EACH END

RE: SECTIONS SHEATHING & NAILING, OF EACH PIECE OF SILL PLATE. DESIGN CODES: (2) #5 CONT. BOT., TYP., RE: #4 x 2'-6" @ 18" o.c. COUPLER NUT RE: FRAMING NOTES FOUNDATION WALL 8" AS REQ'D A. IRC 2015 5'-0" TYPICAL B. ASCE 7 REINFORCING SCHEDULE SEE FRAMING PLAN FOR FLOOR (2) #5 CONT. BOT., TYP., RE: C. AISC STEEL CONSTRUCTION MANUAL JOIST SIZE AND SPACING OR FOUNDATION WALL D. ACI BUILDING CODE 318

#4 x 2'-6" @ 18" o.c. BLOCKING @ 24" o.c. REINFORCING SCHEDULE FOUNDATION WALL HEIGHT NOTE: 8" TENSION TIE GRADE (2) #5 CONT. TOP IT IS ACCEPTABLE FOR THE CRAWLSPACE, GARAGE AND PATIO FOUNDATIONS TO BE EXTENDED 1/2" EXP. JOINT 1/2" EXP. JOINT HOLD-DOWN, RE: AT LEAST 1'-0” OR AT MOST TO BASEMENT DEPTH DUE TO POOR SOIL CONDITIONS OR EASE OF MAINTAIN FROST DEPTH MATERIAL MATERIAL FRAMING PLAN & CONSTRUCTION. HOLD-DOWN SCHEDULE 4" CONCRETE 4" CONCRETE THE GARAGE AND PATIO WALLS ARE ALLOWED TO EXTEND TO BASEMENT DEPTH WITH NO SLAB-ON-GRADE, RE: SLAB-ON-GRADE, RE: VERTICAL BARS, RE: FOUNDATION HOLD-DOWNS MODIFICATIONS OTHER THAN REINFORCEMENT OF THE TALLER WALLS PER THE SCHEDULE ON FOUNDATION NOTES FOUNDATION NOTES WALL REINFORCING SCHEDULE THE FOUNDATION PLANS. THE FOUNDATION WALL REINFORCEMENT SCHEDULE NOTES THAT FOR REINFORCEMENT, FOR REINFORCEMENT, 10 N.T.S. WALLS WITH BACKFILL ON EACH SIDE THE REINFORCEMENT SHALL BE PER THE WALLS UP SCORE SLAB w/ 1" DEEP SCORE SLAB w/ 1" DEEP TO 4FT IN HEIGHT. THE FOOTINGS SHALL BE CONTINUOUS WITH A WIDTH OF 1'-4”.

#4 x 2'-6" @ 18" o.c.

CONTROL JOINTS @ 200 CONTROL JOINTS @ 200 3'-10" TYPICAL (3'-0" MINIMUM) 4" 4" S.F. MAX (TYP.) S.F. MAX (TYP.) 8" 1" 6" 1" 1" 6" 1" SPREAD FOOTING STEEL AND THICKNESS SCHEDULE SEE FOUNDATION WALL HEIGHT NOTE (2) #5 CONT. BOT 3/4" PLATE w/ (4) 3/4" DIA. 1"

MAINTAIN FROST DEPTH 1/4" PLATE w/ (4) 1/2" DIA. EXPANSION BOLTS FOOTING WIDTH # OF #4 REBAR LONGITUDINAL #4 REBAR LATERAL THICKNESS OF FOOTING 1" EXPANSION BOLTS 8" TYP. 8" TYP. 6" 2" RE: SCH. RE: SCH. 3" CLR. MIN. 4" x 4" x WIDTH OF 16" NONE NONE 8"

8" TYP. STEEL COL., RE: PLAN

MIN. 4" x 4" x WIDTH OF MIN. 4" x 4" x WIDTH OF RE: SCH. 3" CLR. FOOTING VOID FORM AS REQ'D 1" 8" FOOTING VOID FORM AS REQ'D 8" FOOTING VOID FORM AS REQ'D 1" 18" NONE NONE 8" PER GEOTECHNICAL REFER TO SOILS PER GEOTECHNICAL PER GEOTECHNICAL 8" ENGINEER AT 12'-0" o.c. AND SECTION A-A @ 3" DIA. COL SECTION A-A @ >3" DIA. COL 20" NONE NONE 8" REPORT FOR ENGINEER AT 12'-0" o.c. AND ENGINEER AT 12'-0" o.c. AND

RE: PLAN 3" CLR. RE: PLAN CENTERED UNDER ALL FOUNDATION DRAIN CENTERED UNDER ALL CENTERED UNDER ALL RE: TO PLAN 24" 2 NONE 10" WINDOW WELLS. DIAMOND-SHAPED WINDOW WELLS. WINDOW WELLS. BLOCK-OUT FOR COLUMN. STEEL COL PER PLAN 26" 3 @ 18"o.c. 10" FILL w/ CONC. AFTER COL. IS BASEMENT WALL SECTION BASEMENT/CRAWLSPACE SECTION CRAWLSPACE WALL SECTION PLATE ON LEVEL SURFACE SECURE 28" 3 @ 18"o.c. 10" SET w/ NON SHRINK GROUT 1 3/4" = 1'-0" 2 3/4" = 1'-0" 4 3/4" = 1'-0" 4 @ 18"o.c. CONC. PAD FOOTING PER AS NEEDED 30" 12" PLAN AND SCHEDULE 4 @ 12"o.c. EXPANSION BOLTS 32" 12" WOOD COLUMN, RE: PLAN PROVIDE 1" DEEP CONTROL CONC. SLAB PER PLAN A A 34" 4 @ 12"o.c. 12" JOINTS AROUND COLUMNS REINF. PER SCHED. USP PA / PAU OR SIMPSON ABA / ABU 36" 4 @ 12"o.c. 12" TO MATCH POST SIZE; INSTALL PER 4" THICK CONCRETE MANUFACTURER SPECIFICATIONS SLAB-ON-GRADE (6" MIN. THICK @ SIM.), SCORE SLAB RE: TYPICAL BASEMENT WALL WOOD COLUMN, RE: PLAN w/ 1" DEEP CONTROL JOINTS FOUNDATION WALL REINFORCING SCHEDULE

SECTION FOR ADDITIONAL 4" @ 200 S.F. MAX (TYP.)

1 U.N.O. WALL HEIGHT VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT INFORMATION REGARDING FLOOR 2" DIA. J-BOLT, FRAMING LOCATION AND WEDGE ANCHOR, OR EPOXY RE: PLAN 3" CLR. 0'-0" TO 3'-0" #4'S @ 48" O.C. (2) #5'S TOP AND BOTTOM CONSTRUCTION BONDED ALL THREAD BOLT USP PA / PAU OR SIMPSON ABA / ABU w/ 4" EMBEDMENT. TO MATCH POST SIZE; INSTALL PER MANUFACTURER SPECIFICATIONS UP TO 4'-0" #4'S @ 24" O.C. (2) #5'S TOP AND BOTTOM 6" MIN. (12" MIN. @ SIM.) RE: TO PLAN UP TO 7'-0" #4'S @ 24" O.C. (2) #5'S TOP AND BOTTOM CONT. TOP BARS, DRIP EDGE, RE: FOUNDATION O.H., RE: PLAN RE: ARCH UP TO 9'-0" #4'S @ 18" O.C. (2) #5'S TOP AND BOTTOM WALL REINFORCING AND (1) #5 @ 24" O.C. SCHEDULE STEEL BASE PLATE FILL PER UP TO 10'-0" #5'S @ 16" O.C. (2) #5'S TOP AND BOTTOM GRADE RE: PLAN 11 3/4" = 1'-0" 1 1/2" CLEAR GEOTECH AND (1) #5 @ 16" O.C. 2'-0" TYP. REPORT WALLS WITH BACKFILL ON EACH SIDE, SUCH AS DEEP GARAGE WALLS, ONLY REQUIRE REINFORCEMENT (2) #5 CONT. TOP 3'-0" MIN AS PER THE SCHEDULE ABOVE FOR WALLS UP TO 4'-0" IN HEIGHT. 12" FOUNDATION PAD,

MAX. RE: FOUNDATION 2'-0" 1'-0" BRACE WALL PRIOR RE: FOUNDATION 3'-0" MIN. RE: FND PLAN FOR SIZE RE: FOUNDATION WALL WALL WALL studio TO BACKFILLING AND REINFORCEMENT REINFORCING SCHEDULE REINFORCING REINFORCING PROVIDE NON-METALIC MATERIAL DENVER, CO 1 1/2" CLEAR SCHEDULE AS NEEDED TO PREVENT BARS 1'-0" SCHEDULE MIN. 3" CLEAR OR TO SUITABLE SOIL (2) #5 FROM CONTACTING WINDOW BUCK EVERGREEN, CO (2) #5 CONT. BOT CONTINUOUS (3) #4 BARS x NATIVE SOIL OR TOP BARS (2) #4 BARS TOP OF 5'-0" MIN 866.323.5882 (TOLL FREE) 1'-4" MAINTAIN FROST DEPTH COMPACTED FILL OPENING, EXTEND BARS [email protected] RE: PLAN 3'-0" MINIMUM BEYOND 2'-6" 3'-0" 3'-0" 8" TYP. RE: SCH. 2'-0" WWW.EVSTUDIO.COM 3" CLR. EACH SIDE OF WINDOW (2)-#4x6'-0" 2'-0" #4 x 2'-6" @ 18" o.c. 8" MIN. 4" x 4" x WIDTH OF FOOTING VOID WINDOW VERTICAL BARS, 8" FORM AS REQ'D PER GEOTECHNICAL BLOCKOUT VARIES RE: FOUNDATION ENGINEER AT 12'-0" o.c. AND CENTERED (2) #4 VERTICAL BARS @ WALL REINFORCING RE: TO PLAN UNDER ALL WINDOW WELLS. EACH SIDE OF OPENING. SCHEDULE EXTEND TO TOP AND

2'-0" MIN BOTTOM ROW OF STEEL. #4 BARS @ 16" o.c. 5'-0" MIN HOOK 18" INTO PATIO POST PAD PORCH/PATIO POST FOUNDATION WALL 6 3/4" = 1'-0" 6a N.T.S. 3'-0" MIN HORIZONTAL BARS, (2) #5 3'-0" 3'-0" RE: FOUNDATION 10 RE: SECTION FOR WALL HEIGHT CONTINUOUS (2) #4 BARS BOTTOM OF

WALL REINFORCING EXTERIOR SHEATHING, P.T. 2x CONT. PLATE w/ 1/2" DIA x 2 2'-0" MIN BOTTOM BARS OPENING, EXTEND BARS SCHEDULE RE: FRAMING A.B. w/ 8" EMBEDMENT @ 4'-0" o.c. 3'-0" MINIMUM BEYOND & WITHIN 1'-0" OF EACH END OF EACH SIDE OF WINDOW 8" WIDE VARIES, RE: ARCH'L 2x STUDS, RE: FRAMING 4" BRICK LEDGE COUNTERFORT EACH PIECE OF SILL PLATE. (2) #5 CONT. TOP (2)-#4x6'-0"

1" EXP. JOINT MATERIAL 1/2" EXP. JOINT MATERIAL WINDOW OPENING WALL AND FLOOR 14 FRAMING NOT SHOWN N.T.S. RE: PLAN (3)-#4x2'-6" CENTERED GRADE 4" CONCRETE SLAB-ON-GRADE, (2) #4 BARS x

5'-0" RE: SITE PLAN MAX. OVER HAUNCH RE: FOUNDATION NOTES FOR SHEAR WALL LEGEND SLOPE REINFORCEMENT, SCORE SLAB w/ 2'-0" 2'-0" 1" DEEP CONTROL JOINTS @ 200 SHEAR WALL 3'-4" S.F. MAX (TYP.) HOLD-DOWN VERTICAL BARS, RE: 4" CONC. STOOP OR MINIMUM OF (2) #4 FOUNDATION WALL PATIO, RE: ARCH'L TOP BARS ABOVE FOUNDATION WALL STEP HAUNCH BOLT REINFORCING SCHEDULE 12 N.T.S. HDx HDx 2'-6"

(2) #4 x 2'-0" LAP 1'-4"

8" 2'-6" @ 12" o.c. #4 x @ 18" o.c. 3"x3"x1/4" STEEL 8" BACKFILL SOIL AND #4 x 2'-6" @ 18" o.c. WASHER AND 1/2" 8" COMPACT PER STANDARD STEEL NUT WSP #4 BARS @ 16" O.C. GEOTECHNICAL 3'-10" TYPICAL (3'-0" MINIMUM) RIGID INSULATION BY OTHERS BEAM POCKET, EA. WAY REPORT RE: REINFORCING 2'-0" DRILL 5/8" DIAMETER MAINTAIN FROST DEPTH RE: FOUNDATION WALL SCHEDULE SIZE PER PLAN. HOLE OR CAST 1/2" REINFORCING SCHEDULE SOLID GROUT. PLACE HAUNCHES AT STANDARD STEEL NUT CONTINUOUS TOP DBL. STUD, TYP. @ HOLD-DOWN 5'-0" o.c., MAX. BAR, BEYOND STUD WALL 8" (2) #5 CONT. BOT RE: REINFORCING SCHEDULE TOP BAR, JOS SYSTEMS RE: REINFORCING TURN 90° @ EDGE OF HOLD-DOWN SCHEDULE PLASTIC HAUNCH 8" TYP. MIN. 4" x 4" x WIDTH OF RE: SCH. 3" CLR. SCHEDULE TOP OPENING 3'-0" x 3'-0" 1'-0" TYP. AS SUPPLIED BY FOOTING VOID FORM AS REQ'D "HDx" HOLD-DOWN ANCHOR BOLT EMBED. DEPTH 1 FOOTING 3" CLR. 8" RE: TO PLAN BARTON SUPPLY 10" PER GEOTECHNICAL BAR, TURN 90° @ (1) # 5 BAR 24" ENGINEER AT 12'-0" o.c. AND EDGE OF MIN. LENGTH HD1 USP RS150 x 38" w/ 10d or SIMPSON CS16 N.A. OMIT FOOTING FOR DRAIN AS CENTERED UNDER ALL REQUIRED PER GEOTECH. RE: TO PLAN OPENING WINDOW WELLS. HD2 USP STAD10RJ or PHD4A; or SIMPSON STHD10RJ or HDU4 7 1/2" COUNTERFORT HAUNCH DETAIL WALKOUT WALL SECTION BEAM POCKET SECTION HD3 USP STAD14RJ or PHD8; or SIMPSON STHD14RJ or HDU8 10 1/2" 5 3/4" = 1'-0" 7 N.T.S. 8 3/4" = 1'-0" 13 N.T.S. 1. EMBEDMENT LENGTHS ARE BASED ON HILTI HIT-RE 500 V3 ADHESIVE w/ HILTI HAS/HIT-V THREADED ROD OR EQUIVALENT

PERMIT #19-17136951 RSN #1414456 2 of 11

10-21-2019

1 S0b

3 S0b studio DENVER, CO EVERGREEN, CO

866.323.5882 (TOLL FREE) [email protected] WWW.EVSTUDIO.COM

6a S0b

BASEMENT FOUNDATION PLAN 1 SCALE: 1/4" = 1'-0" ELEVATION A

PERMIT #19-17136951 RSN #1414456 3 of 11

August 22, 2019 Oakwood Homes, LLC 4908 Tower Road Denver, Colorado 80249-6684

Attention: Mr. Blake Ayers

Subject: Soil and Foundation Study Proposed Residential Structure Lot 3, Block 4 Green Valley Ranch East, Filing 2 Aurora, Colorado Project Number 186132

Purpose As requested, A. G. Wassenaar, Inc. (AGW) performed a soil and foundation study at the subject site. The purpose of our study was to observe subsurface conditions encountered and to recommend geotechnical design criteria for the design and construction of the foundation for the proposed single family residential structure. Density-compaction test reports (AGW Project Number 177979) were considered during the preparation of this study. The fill materials tested were placed in general accordance with the requirements of HUD Data Sheet 79G. This letter presents a summary of our findings and recommendations.

Proposed Construction The proposed structure will be up to three stories supported upon a reinforced concrete foundation. The structure will be wood framed and supported either at-grade by a slab foundation or with a crawl space or basement beneath the living areas.

Subsurface Conditions The field exploration included drilling a 4-inch diameter auger boring near the center of the lot. The subsurface conditions encountered are shown on Figure 1, including the results of penetration tests at the locations of sampling.

Laboratory Testing Samples obtained during drilling were returned to the laboratory. They were visually classified and testing was assigned to selected samples in an effort to evaluate the engineering properties of the subsurface materials encountered. The test results are summarized on Figure 1. Based upon visual observation of the subsurface conditions encountered and laboratory testing for this and/or adjacent lots, it is our opinion that the subsurface materials generally exhibit low potential for expansion and compression. Refer to the Colorado Geological Survey Special Publication 43 for a description of expansive soils and their impact on structure performance.

2180 South Ivanhoe Street, Suite 5 • Denver, Colorado 80222 www.agwco.com • Phone 303-759-8100 PERMIT #19-17136951 RSN #1414456 4 of 11

Foundation Recommendations Where at-grade construction is planned, an acceptable foundation system for the proposed structure would be a raft-type slab-on-grade foundation bearing on the natural undisturbed soils or on properly placed and compacted fill. New fill should be placed and compacted as described under "Fill Placement". Should below grade construction be desired (crawl space, garden level, walkout, or a full basement), an acceptable foundation would be spread or pad-type footings bearing on the natural soils or properly placed and compacted fill.

Raft-Type Slabs-on-Grade The raft-type slab foundation should bear below frost depth, or be frost-protected in accordance with current recognized standards such as those provided by ASCE or NAHB. The foundation should be designed for a maximum bearing pressure not to exceed 2,000 psf, and should be designed with sufficient reinforcement to minimize potential differential movement of the structure. A modulus of subgrade reaction (Ks) of 150 kcf may be utilized for design purposes. Concrete in contact with the subsurface materials may be designed for negligible (S0 or RS0) sulfate exposure as defined by either ACI 318 (Table 19.3.1.1) or ACI 332 (Table 5.2.1) as determined from the appropriate building code for this jurisdiction.

AGW must be retained to observe the open excavation prior to the placement of any slab forms or reinforcing.

Spread or Pad-Type Footings The footings should be designed for a maximum bearing pressure of 2,000 psf. Footing dimensions and foundation structural elements should be determined by a structural engineer. Concrete in contact with the subsurface materials may be designed for negligible (S0 or RS0) sulfate exposure as defined by either ACI 318 (Table 19.3.1.1) or ACI 332 (Table 5.2.1) as determined from the appropriate building code for this jurisdiction. Bearing materials loosened by machine excavation should be removed prior to placing footing concrete. Occasionally, pockets of loose soils are encountered in foundation excavations. If this condition occurs, the footings should extend to firm soils. Exterior footings should bear at least 3 feet below exterior grade for frost protection. The bearing materials beneath footings should be protected from freezing during construction. All footing excavations should be observed by AGW prior to placement of concrete.

The foundation walls backfilled with on-site materials should be designed for a lateral earth pressure based upon an equivalent fluid density of 60 pounds per cubic foot (pcf) for the "at rest" condition or 50 pcf for the "active" condition. The "active" condition should only be used where wall movements of at least 0.5% of the wall height are allowed. These values have been provided without considerations for sloping backfill, surcharge loading or hydrostatic pressures. Construction of a drain system and proper surface drainage as discussed later in this report may lower the potential of developing hydrostatic pressure in the backfill materials. Minor cracking of concrete foundation walls should be expected.

Interior Slabs (Raft-Type Slab Foundations Only) The interior slabs will be a part of the foundation system, and therefore are considered structural. Any plumbing or other utility lines that penetrate the slab should be isolated so that they can move

AGW Project Number 186132 Oakwood Homes, LLC August 22, 2019 PERMIT #19-17136951Page 2 RSN #1414456 5 of 11 independently of the slab. If it becomes necessary in the future to cut the slab, a structural engineer must be consulted prior to any work being performed.

Basement Floor Construction (Excluding Raft-Type Slab Foundations) A basement slab performance risk evaluation was conducted in general conformance with industry guidelines for the local area. The risk assessment of a site for potential movement is not absolute; rather, it represents a judgment based upon the data available and our experience in the area. Movement of foundations and concrete flat work will occur with time in low to very high risk areas as the soil moisture content increases. On low and moderate rated sites, slab movements of up to 3 inches across the slab with slab cracking of up to ¼-inch in width and/or differential are considered normal. The damage generally increases as the risk assessment increases and as the depth of wetting increases. It must be understood, however, that assessing risk is an opinion. There is currently no type of testing or correlation of factors that will definitively predict the amount of heave that a floor slab will exhibit. Therefore, it may be possible that heaves less than or in excess of what is considered "normal" may be experienced.

For sites with a risk assessment of high or very high, we recommend an interior floor system engineered for expansive soils be constructed. An alternative to the use of an engineered floor system, such as soil modification to reduce the risk assessment, may also be considered. In addition, an engineered interior floor system is recommended for all finished areas or any other areas where floor movements cannot be tolerated.

Based upon our evaluation of the subsurface conditions at this site, it is our opinion that the slab performance risk for this site is low. If this risk of movement is not acceptable, engineered interior floors should be constructed.

If the Builder and/or Owner desires to construct a concrete slab-on-grade and accepts the risk of slab movement, slabs supported by the subsurface materials should be constructed using the following criteria: 1. Slabs should be separated from exterior walls and interior bearing members with a joint which allows free vertical movement of the slab. 2. Slab bearing partitions should be constructed with a minimum 2-inch void space. Stairways bearing upon the slab should be constructed in such a way as to allow at least 2 inches of slab heave. In the event of slab heave, the movement should not be transmitted directly through the partitions to the remainder of the structure. 3. Plumbing and utilities should be isolated from the slab. 4. Where a forced-air heating system is used and the furnace is located on the slab, we recommend provision for a collapsible connection between the furnace and the duct work to allow for at least 3 inches of slab heave. Utility connections should also be provided with flexible connections capable of accommodating the same magnitude of movement as specified above. 5. Provide frequent control joints in the slab. Following these recommendations should reduce damage caused by movement of the floor slab. The void spaces recommended are not intended to predict total slab movement. Care should

AGW Project Number 186132 Oakwood Homes, LLC August 22, 2019 PERMIT #19-17136951Page 3 RSN #1414456 6 of 11 be taken to monitor and re-establish partition voids and flexible connections when necessary. We are available to provide further consultation regarding basement slab performance risk assessments.

Crawl Space Construction The crawl space ground surface should be sloped to the perimeter drain system. Trenching or dishing out of the crawl space is not recommended unless a drain system is placed in these areas in such a manner to facilitate drainage. The recommended clearance from the crawl space ground surface to the engineered floor system should meet applicable codes. In addition, all plumbing lines should be isolated from the ground surface or foundation walls by at least 2 inches.

During construction, the crawl space area should be checked for standing water or very moist conditions, construction debris, and other deleterious materials. If these conditions exist, the area should be evaluated and mitigated, as necessary. Crawl space areas should be constructed with consideration given to proper ventilation and moisture management. Provisions such as the installation of a vapor retarder should be utilized to reduce the amount of moisture (humidity) in the crawl space air. The Client and any future Owner should be aware that crawl space areas are subject to various air quality issues. A consultant specializing in ventilation and air quality control should be contacted to provide any additional recommendations. Such recommendations are beyond the geotechnical scope of this study. The environmental division of AGW is capable of providing such services. Refer to "Homeowner's Guide To Moisture Management" by Tri-County Health Department (Brochure Number S-323) for additional information.

Fill Placement Any new fill placed to support the foundation and slab should be well compacted to provide proper support. Prior to placement of fill, the ground surface should be scarified a minimum of 6 inches or pipes in trenches should be properly bedded. The new fill should be of similar soil type as the existing subgrade material. New fill should be placed in maximum 8-inch loose lifts. The scarified ground surface and the new fill should be compacted to a minimum of 95% of Standard Proctor (ASTM D698) maximum dry density for cohesive soils or Modified Proctor (ASTM D1557) maximum dry density for granular soils. The moisture content of the compacted material should be between optimum and 4% over optimum moisture content for cohesive soils or within 2% of optimum moisture content for granular soils. Density compaction testing must be performed upon any new fill placed beneath the foundation of the structure.

Subsurface Drainage Raft-Type Foundation The subsurface and ground water conditions, in our opinion, should not present ground water problems for construction of the proposed structure. We believe if the ground surface and roof drainage are properly cared for, no foundation drains should be necessary unless below grade areas are planned. If below grade areas are planned, then drains should be provided.

Footing or Footing Pad Foundation As a minimum, we recommend providing a subsurface drainage system around the lowest below grade area. The purpose of the drain is to collect water which may become trapped on the surface of the excavation and enter the basement or crawl space areas. A drain should be constructed similar

AGW Project Number 186132 Oakwood Homes, LLC August 22, 2019 PERMIT #19-17136951Page 4 RSN #1414456 7 of 11 to one of the attached drain details (Figure 2 or 3) and should be uniformly sloped to a positive gravity discharge or sump.

If a sump pit is installed, it should be monitored for water accumulation and proper operation. The water level in the sump pit should not be allowed to rise above the bottom of the foundation drain inlet pipe(s). If this occurs, a pump should be installed (if not originally equipped) or maintenance should be performed on the existing pump.

Surface Drainage The wetting of foundation soils and/or bedrock materials may be reduced by carefully planned and maintained surface drainage. The following recommendations should be implemented during construction and maintained by the Homeowner after the structure is completed: 1. Excessive wetting or drying of the open foundation excavation should be avoided as much as practical during construction. 2. The ground surface surrounding the exterior of the structure should be sloped to provide positive surface drainage away from the foundation. We recommend that a slope of 6 inches in the first 5 feet be provided at the completion of construction. For raft-type slabs, this slope may be reduced to 3 inches in the first 5 feet at the completion of construction if the exterior grade beams are trenched with little excavation and any fill placed at the perimeter of the foundation is compacted to a minimum of 90% of Standard Proctor maximum dry density (ASTM D698) at within 3% of optimum moisture content. 3. The slope away from the foundation may be subject to settlement with time. Areas which settle should be filled as soon as possible to prevent ponding of water at the foundation. The grades established at the completion of construction must be maintained. 4. If lawn edging is used around the exterior of the foundation, it should be constructed in a manner to prevent ponding of surface water in the vicinity of the backfill soils. 5. Drainage swales should be constructed and maintained a minimum of 5 feet away from the foundation on side yards and 15 feet away from the foundation on back and front yards. Natural drainage swales should maintain a slope of at least 2% off of the lot. Swales must not be blocked by fences, landscaping, paths or other Homeowner installed items. 6. Roof downspouts and drains should discharge well beyond the limits of foundation backfill. 7. Watering adjacent to the foundation should be reduced as much as practical. Landscaping which requires excessive watering should not be located within 5 feet of foundation walls. Sprinkler lines, zone control boxes, and drains should be located outside the limits of the foundation backfill. Sprinkler heads should be positioned such that the spray does not fall within 5 feet of foundation walls. 8. Plastic membranes should not be used to cover the ground surface immediately surrounding the foundation. These membranes tend to trap moisture and prevent normal evaporation from occurring. We recommend the use of a weed suppressant geotextile fabric.

AGW Project Number 186132 Oakwood Homes, LLC August 22, 2019 PERMIT #19-17136951Page 5 RSN #1414456 8 of 11

Limitations We believe the professional judgments expressed in this report are consistent with that degree of skill and care ordinarily exercised by practicing design professionals performing similar design services in the same locality, at the same time, at the same site and under the same or similar circumstances and conditions. No other warranty, express or implied, is made. The location of the test boring drilled and the laboratory testing performed for this study were designed to obtain a reasonably accurate picture of subsurface conditions for design purposes. Variations in subsurface conditions not indicated by the boring are possible and expected. Therefore, we should be retained to observe the foundation excavation and construction. If unexpected subsurface conditions are observed by others during construction, we should be called to review our recommendations.

This report was prepared for the exclusive use of our Client for the sole purpose of providing geotechnical design criteria for the subject structure based upon the existing site conditions as encountered. The conclusions and recommendations contained in this report shall not be considered valid for use by Others without written authorization from AGW. In addition, the state of practice in geotechnical engineering is constantly evolving. Therefore, findings presented in this report should be reviewed and revised, if necessary, prior to actual construction.

If we can be of further service in discussing the contents of this letter or in analysis of proposed structure from the soil and foundation viewpoint, please call our office.

Sincerely,

A. G. Wassenaar, Inc. RReviewedeviewed bby:y:

Travis J. Marsh, P. E. MichaelM i h l RR. CConner, P.P EE.. Project Engineer SSeniorenior EngineerEngineer Digitally signed by: Michael R Conner Date: 2019.08.26 14:57:09 -07'00' Attachments: Figures 1, 2, and 3 Statement of Services TJM/MRC/bab

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NOTES: 1. DRAIN AND TRENCH MUST SLOPE A MINIMUM OF 1/8-INCH PER FOOT (i.e. 1%) TO A POSITIVE GRAVITY OUTLET OR TO A SUMP PIT WHERE WATER CAN BE REMOVED BY PUMPING FOUNDATION WALL 2. 3- OR 4-INCH DIAMETER RIGID PERFORATED PVC OR PE PIPE (ASTM D2729 OR F810), OR AN APPROVED SUBSTITUTE

3. INSTALL PIPE WITH PERFORATIONS DOWN

4. GRAVEL SHALL BE 2-INCH MINUS WASHED ROCK WITH NO MORE THAN 30% PASSING THE 3/8-INCH SIEVE AND NO MORE THAN 10% PASSING THE #4 SIEVE, OR AN APPROVED SUBSTITUTE

5. NOT TO SCALE

CRAWL SPACE PROPERLY CONSTRUCTED AND VENTILATED

VAPOR BARRIER DESIGN BY OTHERS

FILL TRENCH WITH GRAVEL AND EXTEND LATERALLY TO EDGE OF FOOTING AND UP AT LEAST 2 INCHES ABOVE BOTTOM OF FOOTING WITH A MINIMUM OF 3 FOOTING INCHES OF GRAVEL COVER ON PIPE

SLOPE GROUND CREATE MINIMUM 4-INCH PATHWAYS SURFACE TO DRAIN THROUGH OR UNDER THE FOOTING WITH SOLID PIPE OR FOUNDATION VOID MATERIAL. PATHWAYS SHOULD BE BENEATH EACH WINDOW WELL AND AT MAXIMUM 15 FOOT AT HIGH POINT, ESTABLISH INTERVALS AROUND THE FOUNDATION BOTTOM OF PIPE AT LEAST 8 8 INCH INCHES BELOW BOTTOM OF MINIMUM FOOTING OR PAD

DO NOT EXCAVATE BELOW 1:1 LINE EXTENDING DOWN AND AWAY FROM EDGE OF FOOTING

FOUNDATION DRAIN FIGURE 2 DETAIL

DR \ FTG 5 INT CRAWL JULY 2019 PERMIT #19-17136951 RSN #1414456 11 of 11

NOTES: 1. DRAIN AND TRENCH MUST SLOPE A MINIMUM OF 1/8-INCH PER FOOT (i.e. 1%) TO A POSITIVE GRAVITY OUTLET OR TO A SUMP PIT WHERE WATER CAN BE REMOVED BY PUMPING

2. 3- OR 4-INCH DIAMETER RIGID PERFORATED PVC OR PE PIPE (ASTM D2729 OR F810), OR AN APPROVED SUBSTITUTE

3. INSTALL PIPE WITH PERFORATIONS DOWN

FOUNDATION 4. GRAVEL SHALL BE 2-INCH MINUS WASHED ROCK WITH NO WALL MORE THAN 30% PASSING THE 3/8-INCH SIEVE AND NO MORE THAN 10% PASSING THE #4 SIEVE, OR AN APPROVED SUBSTITUTE

5. NOT TO SCALE

INSTALL NONWOVEN GEOTEXTILE FILTER FABRIC (MIRAFI 140N OR EQUIVALENT) OVER ENTIRE WIDTH OF GRAVEL

FILL TRENCH WITH GRAVEL AND EXTEND LATERALLY TO EDGE OF FOOTING AND UP AT LEAST 2 INCHES ABOVE BOTTOM OF FOOTING WITH A MINIMUM OF 3 INCHES OF GRAVEL COVER ON PIPE

CONCRETE SLAB

FOOTING BACKFILL

SLOPE GROUND SURFACE TO DRAIN AT HIGH POINT, ESTABLISH BOTTOM OF PIPE AT LEAST 4 INCHES BELOW 8 INCH BOTTOM OF FOOTING OR PAD MINIMUM

DO NOT EXCAVATE BELOW 1:1 LINE EXTENDING DOWN AND AWAY FROM EDGE OF FOOTING

CREATE MINIMUM 4-INCH PATHWAYS THROUGH OR UNDER THE FOOTING WITH SOLID PIPE OR FOUNDATION VOID MATERIAL. PATHWAYS SHOULD BE BENEATH EACH WINDOW WELL AND AT MAXIMUM 15 FOOT INTERVALS AROUND THE FOUNDATION

FOUNDATION DRAIN FIGURE 3 DETAIL

DR \ FTG 1 INT-SOG JULY 2019 PERMIT #19-17136951 RSN #1414456