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From: no-reolvCalci.wheatridae.co.us To: CommDev Permits Subject: Online Form Submittal: REVISION APPLICATION Revisions to Permit Date: Tuesday, May 3, 2022 3:20:53 PM CAUTION:This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Report any suspicious activities to the IT Division. REVISION APPLICATION Revisions to Permit Permit Number 202101748 assigned to project PROPERTY INFORMATION Permit Number 202101748 Property Address 3203 Hillside Drive Property Owner Name Hilltop Estates LLC Property Owner Phone 3039495945 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email brad@workshop-colorado.com Address CONTRACTOR INFORMATION Contact Name WYmac Enterprises IncNVork Shop Colorado Contact Phone Number 303-818-2768 (enter WITH dashes, eg 303-123-4567) Contact Email Address kelseyk@workshop-colorado.com Retype Contact Email kelseyk@workshop-colorado.com Address DESCRIPTION OF WORK Detailed Revised Upgrading originally proposed electrical service from 200 amps Scope of Work - to 320 amps Provide a detailed description of the change in scope of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc Engineer Letter (if Field not completed. applicable) Additional Documents Field not completed. on Letter Size Are plans or No documents locked for editing? Construction Plans scanned on 11'x17" or larger Additional Project Value Only add what the revised scope of work is valued at. ElecPlans 3215HillsideDr 04-26-22.odf 2500 Attach City of Wheat FlectronicPaymentForm HilIsideFlectrical 05-03-22 ndf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Submitting Kelsey Kistler Revision Email not displaying correctly? View it in your browser. "All work shall comply with the 2018 IRC and City of Wheat Ridge Municipal Codes" ON SITE PLANS MUST BE ONSITE FOR INSPECTIONS ALL PROJECTS ARE SUBJECT TO FIELD INSPECTIONS 0.� \N h A CD o 1-61 rl—!n I/p, S'—R' 7'-1' QI—Q 1 /?- ql_q 1 /D' -- 1 0 E SlIS2 S1 S2 r - - • CRAWL SPACE I I - - - - - - - - - - - I . ------ — --- • i ——--- L -------------------------- 18- WALL (TYPICAL AT UPPER A L+ —J LW. WALLS EXCEPT AS NOTED) STEP BOT. OF =-l'-4 1/2' SlS2r FDN. 5'-5± St S2 . . . . . . . . . . . S S2 L- - - - - - - - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — ----- — — — — -- I F — — - — — — — — ----- • STEP TOP OF ---_j +I FDN. l' -O± I ICU L------------------------------------------- IT +1 121-8 1/211 1 1 1 2'-0 WIDE x 3'-0 HIGH Y^A SIIS2 A S1 S2L J CRAWL SPACE ACCESS, . \' OD S CU 5' ' A.F.F., SEE HOUSE PLANS. F- - - - ------ - - - - - - - - - - - W10X19 CONT. I L PAD D 46* x46 x MIN. 3-6 DEEP & TO SOLID BRG. STEP BOT. OF - - - - - - - - ---------------------J FDN. 5'-5± STEP BOT. OF I STEP TOP OF FDN. 5',-5± F 1'-O± PAD St 2 42" x 42" x 74T THICK rT*) W/4-#4 EA. WAY BOT. St S2 +1 L ---I - ------- i BASEMENT 4" CONIC. SLAB ON GROUND 2-A 151-9 112' �0 9- WALL (TYPICAL AT LOWER i i STEP BOT OF F LVL WALLS EXCEPT AS NOTED)FDN. 5'-�± Lj—� 9 ZO X Z25 X MIN. .5 —tj DEEP & TO SOLID BRG. 8'-4- 21-0 1/2.— SIMPSON STHD10 STRAPS IN FDN. —l'- 0 ]SIMPSON STHD10 SIMPSON STHD10 S ISTRAPS IN FDN. STRAPS IN FDN. ----------------------------- _Z ---------------- - - - - -------------- ------------- - - - - - - - - - - - - - ------- NOTCH - - - - - - - - - - - - - - ------NOTCH FDN. 12' MAX. FOR� DOOR & MAINTAIN 16" MIN. BTWN. ROWS OF REINF. GARAGE 4' CONC. SLAB ON GROUND TS4x4x3/16- COL. WELD ALL-AROUND TO BM. W/3/16' FILLET. BASE PL CU CU A s1 1/2 x 4- VS i I I r------------------------- - - - P - - - - - - - - ----J - - - - - - - - - - - - - - - - - - 24' FTG. (TYP. L 0:011:411121 1 8`1 1/2' 2'+ - lu PAD 24m x 24o—x �MIN3 -6 DEEP & TO SOLID BRIG. -10 1/2" 1'-3 1/ Q PROVIDE BEAM POCKET AND GROUT TURN DOWN SLAB EDGE 12' BELOW SOLID AFTER BEAM IS SET, (TYPICAL FINISHED GRADE BY 8' WIDE, REINFORCE EXCEPT WHERE NOTED), AT BASEMENT WITH 1-#4 CONT. TOP AND BOTTOM, LEVEL BEAMS PROVIDE 8' WIDE x 12' SUPPORT EDGE ON 8' OR 10'0 PIERS HIGH x 5' DEEP BEAM POCKETS. DRILLED TO SOLID BEARING AND MINIMUM O PROVIDE 1/2' DIA. x 12' LONG 3 FEET DEEP (WHERE SHOWN), A307 ANCHOR BOLTS @ MAX, 24 7 FIELD LOCATE PAD OR CAISSON UNDER O.C. WITH MIN, 2 BOLTS PER PIECE ROOF OR DECK SUPPORT POST. PROVIDE LOCATE ONE BOLT WITHIN 12' OF �A. 12 GA. POST BASE WITH 1/2' DIA. ANCHOR END OF EA, PIECE, (TYPICAL) BOLT FOR POST. PLACE POST BASE O PROVIDE ADEQUATE WALL BRACING FOR DIRECTLY ONTO PAD OR CAISSON & ALL BASEMENT WALLS OVER 16'-0 LONG WRAP WITH 2 LAYERS OF 30 L.B. FELT PRIOR TO PLACING BACKFILL AGAINST WHERE THEY PASS THRU SLAB,<TYP.) WALLS. DO NOT REMOVE BRACING UNTIL 8 PROVIDE A VOID SPACE BELOW PARTITIONS BASEMENT AND 1st FLOOR FRAMING OVER SLAB ON GROUND, DRYWALL OR ARE IN PLACE, PANELING TO BE APPLIED TO ALLOW VERT, O SLAB TO HAVE POSITIVE SLOPE AWAY MOVEMENT AT BOTTOM/ COVER W/ MOULDING. FROM BUILDING, SEE DETAIL '3'. OS REFER TO DETAIL '1' FOR DEEP BASEMENT WINDOW REINFORCING. (TYP.) WRAP PIPE COLUMNS AND UTILITY LINES W/ 3 LAYERS OF 30 LB. FELT WHERE THEY PASS THRU SLAB, (TYPICAL) @PROVIDE 12' SQUARE DIAMOND SHAPED CONTROL JOINT AT ALL COLUMNS THAT PENETRATE SLAB. 1 ABOVE NOTES ND REFERENCED ON FOUNDATION PLAN DO NOT APPLY TO THIS PLAN. REINFORCING TO BE ASTM A615 GRADE 60 UNLESS NOTED, NOTE: SEE FRAMING PLANS FOR STRAPS TO BE EMBEDDED IN FOUNDATION WALLS. ---------- ------ - - WELD BASE PLATE TO COL W/ 3/16- 8' WALL (TYPICAL AT UPPER ALL-AROUND W/4 -3/4'd x��— A.B. LVL. WALLS EXCEPT AS NOTED)l 40 SIMPSON STHD10INOTCH FDN. 12- MAX. FOR D cu STRAPS IN FDN. _�---lDOOR & MAINTAIN 16- MIN.19***S1 fS2 IBTWN. ROWS OF REINF. -------- -- __j - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I L'l t -i I -0. FOUNDATION PLAN 1/4'=1'-0 1. REFER TO HOUSE PLANS FOR DETAILS, 2. REFER TO SHEET S-2 FOR SECTIONS, DETAILS AND GENERAL NOTES. 3. TERRADYNE DEN, INC, MUST VERIFY BEARING IN EXCAVATION FOR FTGS. Vapor retarder 6 -mil min. thick below concrete slab on grade Per R405.2.2 NOTE: VERIFY ALL DIMENSIONS AND CONFIGURATION PRIOR TO STARTING CONSTRUCTION. Gerard A. Meise Note: The foundation system shall be inspected by the engineer of record or designated representative and verified to the Building Division by means of stamped inspection approval letter provided to the building inspector prior to, the first rough framing inspection. A foundation inspection is also required to be performed by a City of Wheat Ridge building inspector per 2018 IRC, Section R109.1.1 Digitally sig pe� by Gerard A. Meiser r Date: 2021.08.02 15:43:10 -06'00' �\Nhe o a CD POLY C #5 0 16-' BEAR PER - GEOTECH. ENG. PLAN 2-#5 TOP & BOT. CONT. #5 ® 18 HORIZ. CONT. #5 0 16 VERT. REFER TO SOIL REPORT FOR 4' UNREINF. CONC, SLAB ON GROUND. 3-#5 CONT. PROVIDE #5 x 0 16" MAX. 1-0 DOWELS (ALT. LEG IN FTG.) SECTION "A" 1/2'=1'-0 NOTEi REFER TO S❑IL ENGINEER'S RECOMMENDATIONS FOR PERIMETER DRAIN SYSTEM, o ADD 2-#5 X 12'-0 I 2-#5 CONT. TOP OVER WINDOW N � WINDOW BLOCKOUT 2' CLEAR (TYPICAL) 2'-0 e- � 2-#5 X rI EA. SIDE AS STN MIN, z (TYPJ M 2-#5 UNDER WIN- DOW AS SHOWN i n li I u 2-#5 C❑NT, BOT. SEE SECT. 'A' FOR DETAILS, DETAIL 4'1,v (N❑ SCALE) CAP PLATE, 1/4' X 4' X 6' STEEL BEAM, 1 1/4' DIA. X 6 1/2' W/2-3/32' X 1' X 0'-10 SEE PLAN X LONG, A325N BOLT STEEL STRAPS WELDED TO BOT. OF PLATE FOR BEAM TIE DOWN a � m z W Z a ra Q 2-#5 TOP, SEE WALL SECTI❑N \ 19111ENDVIIII _01 0 i N 0 SECTION "B" 3'-0 2-#4 X FOR 4'-0 LONG HAUNCH. (1 EA. FACE) FDN. WALL, SEE PLAN FOR SECTIO 9„ 5'-4-4 j 2-#4 X "101.%o AS SHOWN <1 EA. FACE) ,---1SEE SECT. 'A' FOR 'WALL REINF. 2-#4 X M1�1�� 5'-4 AS SHOWN Q EA. FACE) REFER TO SOIL REPORT FOR 4' UNREINF. CONC. SLAB ON GROUND. PROVIDE #5 x 1'-6 0 24" MAX. o #4 x L" DOWELS ® 8. ALT. LEG IN FOOTING. 1/2'=1'-0 8„ REFER T❑ SOIL REPORT 2-#5 TOP & g„ FOR 4' UNREINF, CONC. BOT. CONT. --jam SLAB ON GROUND. I ' v W Q 2. . -#5 TOP & � 1 1/2" s L' BOTC❑NTz CLR, ' z PROVIDE #5 x 1hL Lo L` ®12" MAX. 1'-0 CID 3 POLY. ROUGHEN � o POL, Y. of M J \�\i /GRADE AT CRAWL SPACE = _t_w as d- oo o - PROVIDE #5 x 1'-6 0 24" MAX. BEAR PER --� SEE GEOTECH. ENG. PLAN SECTION "D" 1/2'=1'-0 #4 TOP OUTSIDE FACE ^A"'T 4-#4 x 4'-0 BELOV POCKET. 3 INSIDE F ONE OUTSIDE FACE 4- x 2'-0 CENTER 0 POS INSIDE FACE DOWN 24" EA. ,F POCKET. �45` TURN DOWN SLAB TO BEAR ON FDN. WALL, MIN. 6' WITH PER, FDN. WALL DETAIL "2" <N❑ SCALE) CONCRETE HAUNCH FOR 1 1/4' DIA. _ 'STRAP A325N BOLT Fm L3BOLT TO 1 1/4' LONG BOLT SLEEVE CAP PLATE 1/4 X WITH 3/32' WALL THICK- NESS WELDED TO BEARING BRG. PLATE, 5/8' X 4' X 4' W/H❑LE FOR 1 1/4'0 BOLT PLATE iX-,(' x i 1/4' X 2' ROD WELDED < SLEEVE TO TO BOTTOM OF BOLT BRG. PLATE 3/16 3' DIA. STANDARD STL. N❑TEi OPTI❑N COLUMN BY SUPPLIER PIPE COL. W/.216' WALL WITH ALLOWABLE WORKING LOAD m BRG. PLATE THICKNESS - ASTM A53 CAPACITY OF 35,000 LBS. TO COLUMN 3/16 F-1<GRADE B) OR A501 I I PROVIDE BASE PL 1/2' X 4' X 6' (NOT SHOWN), SET ON LEVEL SURFACE & GROUT UNDER PLATE AT SURFACE IRREGULARITIES. WELD BASE PLATE TO COLUMN SIMILAR TO BRG. PLATE AT TOP OF COLUMN. DETAIL "4" <NO SCALE) 3' DIA. STANDARD STEEL PIPE COLUMN WITH ADJUSTABLE CAP ASSEMBLY OR OPTION BY SUPPLIER. �CONCRETE - "" WOOD 2X, NAIL �J SLAB ITO SLAB DETAIL "3" 1'=1'-0 TYPICAL CONSTRUCTION OF VOID SPACE FOR PARTITIONS ON SLAB ---'CONTROL J❑INT, SEE PLAN <c I I I I I I PLAN NIEW WRAP PIPE COL. \ W/EXPANSION JT, MATERIAL WHERE IT PASSES THRU SLAB 1 COLUMN, SEE PLACE COL. :TLY ON TOP OF PAD. 4' CONC. SLAB REINF., SEE PLAN. PLACE BARS 3' CLR. FROM BOTTOM, FTG. PAD,/ BEAR ON SEE PLAN UNDISTURBED SOIL. SEE PLAN INTERIOR COLUMN FTG, DET, AT SLAB ON GROUND 1/2'=1'-0 #5 016-/ 3-#5 CONT. BEAR PER SEE GEOTECH, ENG, PLAN SECTION 4E/' 1/2'=1'-0 GARDEN LEVEL 1. LIVE LOADS USED IN DESIGNi A. ROOF <SNOW) --------------------------------------- 30 PSF B. FLOORS------------------------------------------- 40 PSF C. LATERAL EARTH PRESSURE--------------------------- 60 PCF 2. CONCRETE, REFER TO SOIL REPORT FOR CEMENT TYPE, A. ALL CONCRETE SHALL DEVELOP 4,000 PSI MINIMUM COMPRESSIVE STRENGTH @ 28 DAYS <4,500 PSI WHERE REQD, SEE SOIL REPORT). B. REINFORCING SHALL CONFORM TO ASTM A615 GRADE 60, LAP BARS 24' MINIMUM AT SPLICES. MAKE ALL BARS CONTINUOUS AROUND CORNERS AND ACROSS STEPDOWNS, STAGGER SPLICES. C. REINFORCING ALTERNATE, 1-#4 GRADE 60 MAY BE REPLACED WITH 1-#5 GRADE 40, 3, STEED A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT PIPE COLUMNS SHALL CONFORM TO ASTM A53 (GRADE B) OR A501. B. ADJUSTABLE PIPE COLUMNS TO BE 11 GA. MINIMUM AND BE LOAD RATED FOR 14,600 LBS. MINIMUM AT 7'-0 HEIGHT. ADJUSTABLE COLUMNS TO CONFORM TO 'USE MATERIALS BULLETIN UM -24B', 4, FOUNDATI❑N SOIL CRITERIA, DESIGN BASED ON RECOMMENDATI❑NS BY TERRADYNE DEN., INC., PROJECT NO, C215124 -A. RECOMMENDATIONS IN THE REPORT SHOULD BE FOLL❑WED, MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF (DL+LL) 5. VERIFY ALL DIMENSIONS BEFORE STARTING CONSTRUCTION. 6. GEI MUST OBSERVE FOOTING AND WALL REINFORCING PRIOR TO CONCRETE PLACEMENT. (2000) SECT, ELEV, PARTITI❑N 13M, POCKET REINF Li (NO SCALE) " LAG SCREWS AS I w REQD. FOR El STABILITY Li - q DRILLED HOLE j J o �M❑ULDING, NAIL AT BOT. ONLY �45` TURN DOWN SLAB TO BEAR ON FDN. WALL, MIN. 6' WITH PER, FDN. WALL DETAIL "2" <N❑ SCALE) CONCRETE HAUNCH FOR 1 1/4' DIA. _ 'STRAP A325N BOLT Fm L3BOLT TO 1 1/4' LONG BOLT SLEEVE CAP PLATE 1/4 X WITH 3/32' WALL THICK- NESS WELDED TO BEARING BRG. PLATE, 5/8' X 4' X 4' W/H❑LE FOR 1 1/4'0 BOLT PLATE iX-,(' x i 1/4' X 2' ROD WELDED < SLEEVE TO TO BOTTOM OF BOLT BRG. PLATE 3/16 3' DIA. STANDARD STL. N❑TEi OPTI❑N COLUMN BY SUPPLIER PIPE COL. W/.216' WALL WITH ALLOWABLE WORKING LOAD m BRG. PLATE THICKNESS - ASTM A53 CAPACITY OF 35,000 LBS. TO COLUMN 3/16 F-1<GRADE B) OR A501 I I PROVIDE BASE PL 1/2' X 4' X 6' (NOT SHOWN), SET ON LEVEL SURFACE & GROUT UNDER PLATE AT SURFACE IRREGULARITIES. WELD BASE PLATE TO COLUMN SIMILAR TO BRG. PLATE AT TOP OF COLUMN. DETAIL "4" <NO SCALE) 3' DIA. STANDARD STEEL PIPE COLUMN WITH ADJUSTABLE CAP ASSEMBLY OR OPTION BY SUPPLIER. �CONCRETE - "" WOOD 2X, NAIL �J SLAB ITO SLAB DETAIL "3" 1'=1'-0 TYPICAL CONSTRUCTION OF VOID SPACE FOR PARTITIONS ON SLAB ---'CONTROL J❑INT, SEE PLAN <c I I I I I I PLAN NIEW WRAP PIPE COL. \ W/EXPANSION JT, MATERIAL WHERE IT PASSES THRU SLAB 1 COLUMN, SEE PLACE COL. :TLY ON TOP OF PAD. 4' CONC. SLAB REINF., SEE PLAN. PLACE BARS 3' CLR. FROM BOTTOM, FTG. PAD,/ BEAR ON SEE PLAN UNDISTURBED SOIL. SEE PLAN INTERIOR COLUMN FTG, DET, AT SLAB ON GROUND 1/2'=1'-0 #5 016-/ 3-#5 CONT. BEAR PER SEE GEOTECH, ENG, PLAN SECTION 4E/' 1/2'=1'-0 GARDEN LEVEL 1. LIVE LOADS USED IN DESIGNi A. ROOF <SNOW) --------------------------------------- 30 PSF B. FLOORS------------------------------------------- 40 PSF C. LATERAL EARTH PRESSURE--------------------------- 60 PCF 2. CONCRETE, REFER TO SOIL REPORT FOR CEMENT TYPE, A. ALL CONCRETE SHALL DEVELOP 4,000 PSI MINIMUM COMPRESSIVE STRENGTH @ 28 DAYS <4,500 PSI WHERE REQD, SEE SOIL REPORT). B. REINFORCING SHALL CONFORM TO ASTM A615 GRADE 60, LAP BARS 24' MINIMUM AT SPLICES. MAKE ALL BARS CONTINUOUS AROUND CORNERS AND ACROSS STEPDOWNS, STAGGER SPLICES. C. REINFORCING ALTERNATE, 1-#4 GRADE 60 MAY BE REPLACED WITH 1-#5 GRADE 40, 3, STEED A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT PIPE COLUMNS SHALL CONFORM TO ASTM A53 (GRADE B) OR A501. B. ADJUSTABLE PIPE COLUMNS TO BE 11 GA. MINIMUM AND BE LOAD RATED FOR 14,600 LBS. MINIMUM AT 7'-0 HEIGHT. ADJUSTABLE COLUMNS TO CONFORM TO 'USE MATERIALS BULLETIN UM -24B', 4, FOUNDATI❑N SOIL CRITERIA, DESIGN BASED ON RECOMMENDATI❑NS BY TERRADYNE DEN., INC., PROJECT NO, C215124 -A. RECOMMENDATIONS IN THE REPORT SHOULD BE FOLL❑WED, MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF (DL+LL) 5. VERIFY ALL DIMENSIONS BEFORE STARTING CONSTRUCTION. 6. GEI MUST OBSERVE FOOTING AND WALL REINFORCING PRIOR TO CONCRETE PLACEMENT. (2000) SHEATHING EXTERIOR WALL �-' SHEATHING NOT SHOWN SILL OR WALL, PLATES BELOW 1 1/4" TIMBERSTRAND RIM AT EXTERIOR F1 DETAIL No sCALE t \N heal, o , (J "' m J 0 Gila,/ng Dig. c BEARING OR SHEAR WALL ABOVE STACK OVER WALL BELOW) BLOCKING PANEL, JOIST OR "M=L" FLOOR SHEATHING BEARING WALL OR STEEL BEAM BELOW WEB STIFFENERS READ. EA. SIDE F2 DETAIL NO SCALE WEB STIFFENERS REQO. EACH SID', 8" DIAMETER MAXIMUM HOLE MAY BE CUT IN EACH BLOCKING PANEL FOR 10"-16" JOISTS, 6" DIAMETER MAXIMUM FOR 9" JOISTS OR FOR BLOCKING PANELS LESS THAN 12" LONG. DO NOT CUT FLANGES. TIMBERSTRAND RIM F3 DETAIL NO SCALE FACE MOUNT DETAIL NO SCALE BACKER BLOCK: INSTALL TIGHT TO TOP FLANGE (TIGHT TO BOTTOM FLANGE WITH FACE MOUNT HANGERS). ATTACH W/ 10-10d BOX NAILS, CLINCHED WHEN POSSIBLE MAIN FLOOR PLAN 3/160=1'-0 1, REFER TO HOUSE PLANS FOR DETAILS, 2. REFER TO SHEET S-2 FOR SECTIONS, DETAILS AND GENERAL NOTES, • • • WEB STIFFENERS READ. IF SIDES OF HANGER DO NOT LATERALLY SUPPORT AT LEAST 3/8" OF TJI JOIST TOP FLANGE • • • FILLER BLOCK: NAIL W/ 3-10d NAILS O 12" O.C., CLINCHED )ETAIL NO SCALE TS4x4x3/16" COL. WELD ALL-AROUND TO BM. W/3/16" FILLET. BASE PL u N \ 1/2 x 1 WELD BASE PLATE TO COL W/ 3/16 - ALL -AROUND W/4-3/4.0 x � A.B. 4" GENERAL NOTES 1. LIVE LOADS USED IN DESIGN: A. Roof Snow load.................................30 psf (43 Ground) B. Floor....................................................40 psf C. Wind (134 volt mph, exp. 8 including 1.0 importance factor) D. Seismic Zone B 2. SOIL DATA USED IN DESIGN: Refer to soil data shown in general notes on Sheet S-2 of foundation plan. 3. EXCAVATION AND BACKFILL: A. A qualified soils engineer shall inspect the open excavation to verify the bearing material, approve compaction, and perform compaction tests. B. Basement concrete slab and wood framed main floor shall be installed, including attachment of foundation straps, prior to backfill of basement walls. C. Backfill material shall be thoroughly compacted at optimum moisture content as required in the soil report. D. The water table shall be kept below and away from the level of construction in all cases. E. The foundation bearing surfaces are to be kept dry and stable until the structures are complete and ready for backfilling. 4. CONCRETE: A. Design and construction shall be in accordance with ACI Building Codes, ACI 318 and ACI 301 -latest revision. B. All concrete to develop strength requirements as noted on foundation plans and in soil reports. C. All concrete shall be stone aggregate. D. See Architectural, Mechanical and Electrical drawings for sizes and locations of holes, sleeves, regiets, washers, bolts, notches, drips, anchors, inserts, etc. E. Construction joints between grade beams and walls and in slabs shall be keyed and doweled. Detals per Engineer where allowed. F. Construction joints in walls shall not be allowed. G. Use air -entrained concrete of 5 - 7% air by volume. H. Calcium chloride shall not be used in any concrete or grout. 5. REINFORCEMENT: A. Design, detailing, fabrication and placement shall be in accordance with ACI Codes and Manuals, ACI 318, 315 -latest revision. B. Steel reinforcement shall be new, deformed billet steel, meeting ASTM Standard A6154atest revision), for all rebars, Grade 60. Shop drawings shall be marked accordingly. C. Reinforcement in all walls, grade beams and slabs shall be continuous around comers or corner bars provided. D. Lap all tension splices per ACI 318 -latest revision, Class 8 and all compression splices 30 bar diameters, except as noted. E. Provide a minimum of 2-#5 bars around openings, each face of steel, extend 2'-0" beyond the opening, unless detailed otherwise. F. Provide concrete protection for reinforcement as follows: 1. Concrete poured against earth ........................ 3" 2. Concrete poured in forms but exposed to ground or weather. a. Bars larger than #5 ............................. 2" b. Bars #5 or smaller .............................. 1-1/2" 3. Walls and slabs unless noted otherwise ................ 1 1/2' G. Provide galvanized or plastic -footed accessories for all concrete surfaces exposed to weather or view. H. Tack welding or welding of rebars shall not be permitted unless otherwise called for or approved by the engineer. 6. STRUCTURAL STEEL: A. Design, fabrication and construction shall be in accordance with the latest AISC Specifications. B. All structural steel shapes, plates and bars shall conform to ASTM Serial Designation A36 and all square and rectangular structural tubing shall conform to ASTM Serial Designation A500, Grade B. New and unspliced material shall be used throughout. C. All welding or gas cutting shall be in accordance with the current standards of the American Welding Society. All welding shall be performed by certified welders qualified by the American Welding Society Tentative Standard Qualification Procedure. Use E70 series electrodes. D. All bolted connections to have bolts conforming to ASTM A307. E. Provide form nal holes as required in all steel embedded in concrete. FRAMING NOTES 1. FRAMING LUMBER: A. ALL FRAMING LUMBER TO BE HEM -FIR LARCH #2 AND BETTER. Fb= 850/978 psi, Fv= 75 psi, Fc= 1,250 psi, E= 1,300,000 psi. B. TJI's AND "MICRO=LAMS" BY TRUS JOIST CORP. OR EQUIVALENT. Fb= 2,600 psi, Fv= 285 psi, Fc= 750 psi, E= 1,800,000 psi (ALL RIM MEMBERS WITH TJI'S TO BE 1 1/4" TIMBERSTRAND MATL) 2. ALL HEADERS TO BE 2-2x10 UNLESS NOTED OTHERWISE ON PLAN. 3. PROVIDE MIN. 1-20 POST UNDER EACH END OF ALL BEAMS AND HEADERS UNLESS NOTED OTHERWISE ON PLAN. 4. PROVIDE SOLID BLOCKING UNDER ALL POSTS 2-2x AND LARGER. 5. SHEATH ALL EXTERIOR WALLS WITH 7/16" COX PLYWOOD (OR ORIENTED STRAND BOARD). NAIL PLYWOOD WITH 8d NAILS O 4. O.C. AT EDGES AND 12" O.C. AT INTERMEDIATE MEMBERS. REFER TO GENERAL NOTES, SECTION 10 FOR BRACED WALLS. 6. PROVIDE SOLID 2x RIM JOIST AT END OF ALL FLOOR JOISTS WITH DIMENSION LUMBER FLOOR JOISTS AND "TiMBERSTRAND" RIM JOIST AT ALL "TJ!" FLOOR JOISTS UNLESS NOTED OTHERWISE. 7. ALL METAL CONNECTORS TO BE SIMPSON STRONG TIE OR EQUIVALENT. NOTE: ALL MULTIPLE FLOOR JOISTS TO BE BLOCKED SOLID AND GLUED & NAILED PER MFR. RECOMMENDATIONS. i P.T. SILL PLATE, TO WALL WIDTH. "1, • • 11 •20010"0"1. Wvlre � CONC. FDN. WAIL FLOOR LEDGER DETAIL NO SCALE -A-.\ 26108 DATE JULY 30, 2021 BY LW CHECKED JM JOB NO, W210130F1 7. WOOD: A. Except as otherwise indicated, comply with "Manual for House Framing" by National Forest Products Association, including nailing, anchorage, framing and bracing. C. Use Hem Fir No. 2 for all and Joists. D. Grade Marking - Each piece of lumber shall bear the grade and trademark of the association under whose rules it is produced. E. Lumber - Shall be sound, thoroughly seasoned and free from warp. Unless otherwise indicated, provide dressed lumber, S4S, Kiln dried. F. Moisture Content - All lumber shall be kiln -dried with a maximum moisture content for structural lumber of 19%. G. Plywood panels shall be identified with grade trademark of APA and meet requirements of PS 1-83 and shall be the size and grade shown on plans. Plywood shall be APA, CDX rated sheathing grade. Oriented strand board of equivalent rating may be substituted for plywood. H. Preservative Treatment - Where lumber or plywood is indicated as "Treated" or "P.T." or is specified herein to be treated, comply with the applicable requirements of the American Wood Preservers Bureau (AWPB). 1. All nails shall be common or ring shank. J. All lag bolts and nails exposed to weather shall be hot dipped galvanized. K. Install fasteners without splitting of wood; predrill as required. L. Discard units of material with defects which might impair the quality of the work, and units which are too small to fabricate the work with minimum joints or the optimum joint arrangement. 8. SUBMITTAL REQUIREMENTS: A. Submit premanufactured wood joists and micro -lam shop drawings and calculations stamped by a State of Colorado registered Professional Engineer prior to fabrication. 9. DIMENSION VERIFICATIONS: A. Verify all dimensions with architectural drawings. Any discrepancies shall be directed to architect. Dimensions shown on architectural drawings supersede structural drawings dimensions. B. Contractor to verify all dimensions detailed as such on drawings, prior to fabrication of structural steel components. C. Architect approval must be secured prior to all substitutions or changes. 10. BRACED WALL LINES: A. Braced wall panels are indicated on framing plans. All braced wall panels to consist of 2x wall framing members O 16" o.c. with additional requirements per 2015 IRC. B. Exterior braced wall panels to be sheathed with 7/16" thick oriented strand board nailed with 8d nails O 4" o.c. at panel edges and 12" o.c. to intermediate members. C. Interior braced wall panels to be sheathed with minimum 1/2" gypsum board on both faces except where noted on plan. Nail with 5d cooler nails O 7" o.c. (6d cooler nails O 5/8" gyp. bd.). D. Solid blocking panels must be installed above and below all interior braced wall panels in floor framing. Blocking to be attached to wall plates and floor sheathing with minimum 4-16d nails O 12" o.c. E. All exterior braced wall panels to be nailed to wall plates with horizontal edges blocked. Lower level panels to attach to sill plate on foundation wall at lower edge and nailed to base plate of first level walls with edge naling requirements. F. Refer to 2018 IRC for additional requirements. 8. ALL EXTERIOR WALLS TO BE FRAMED NTH 2x STUDS AT i6" O.C. WITH DOUBLE TOP AND SINGLE BOTTOM PLATE U.N.O. 9. ALL INTERIOR BEARING WALLS TO BE FRAMED WITH 2x STUDS AT 16" O.C. WITH DOUBLE TOP AND SINGLE BOTTOM PLATE U.N.O. 10. GLUE AND NAIL ALL MULTIPLE MEMBERS 2-2x AND LARGER WITH 16d NAILS AT 6" O.C. FULLY BLOCK WEBS. GLUE AND NAIL ALL MULTIPLE "TJI" FLOOR JOISTS. 11. ROOF SHEATHING TO BE MIN. 1/2" COX PLYWOOD AND FLOOR SHEATHING TO BE MINIMUM 3/4" T&G PLYWOOD GLUED AND NAILED OR ORIENTED BOARD EQUAL 12. FRAMER RESPONSIBLE FOR MISSING HEATING AND PLUMBING RUNS. 13. PROVIDE SIMPSON H2.5 OR EQUAL AT ALL TRUSS AND ROOF RAFTER BEARING LOCATIONS. 14. ALL FRAMING TO BE IN CONFORMANCE WITH 2015 IRC. 15. PRE-ENGINEERED ROOF TRUSSES - ALL DESIGNS, BRACING, BLOCKING AND HANGERS BY TRUSS MANUFACTURER. 1 , • `� 1 A CUSTOM RESIDENCE 3203 HILLSIDE DRIVE HILLTOP ESTATES - LOT 3 WHEAT RIDGE, COLORADO %STRUCTURAL ENG/NEERS 6355 WARD ROAD, SU17E 308 • ARVADA, CO. 80004. 940-0996 inc. SHEET NO, in \Nheat�: Cid m (i//o,/69 00NO 3"0 (SCH. 40) STL PIPE COL. WELD ALL-AROUND TO SM. W/3/16" FILLET. BASE PL. N N P \ 1/2 x 1 6-24 POST W10xl9 (MIN. i. Uo 4-24 POST 15' BACKSPAN} j ALL-AROUND W/4-3/4'0 xR A.B. 4 -------- --- ----------------- j I I I ------� vnnY�o �nNr I I SEE ABOVE I I I I I I I I I I I 2-2x10 HDR. W/SIMPSON I HUC210-2 EA. END. I o 2-1 3/4" x 11 7/8" LVLT (FLUSH) HDR. I � I I I I I I I I i I I 3-2x6 POST- WlOxl9 (MIN. 4-24 POST ---------- --- L 15' BACKSPAN) ---- ij STRAP BOT. OF FLR. JOISTS TO BLOCKING FARSIDE OF - -- - --- -- ---- I BM. W/SIMPSON LSTA36 W/ ---� 6-2x6 POST MIN. 10-10d NAILS EA. END 2-1 3/4' x 11 7/8' LVL O 16" O.C. (FLUSH) HDR. 2-1 3/4" x 11 7/8" LVL SIMPSON HGLT HGR. W/OFFSET (FLUSH) HDR. 3'0 (SCH. 40) STL PIPE FLANGE, WELD AL1 -AROUND TO COL WELD AROUND W/3/16" o tO TOP FLANGE W/ 3/16" FILLET. FILLET TO BM. ABOVE & BELOW o ® PLATE 1 1/2 x 5 x 0'-5 o BETWEEN BEAMS. WELD AL1 -AROUND TO BOTH SIMPSON IUT HGRS.� o z W/ 3/16" FILLET. b , rFFLUSH) CONT. WELD BASE PLATE TO COL W/ 3/16" i. Uo j ALL-AROUND W/4-3/4'0 xR A.B. 4 j I I I I I I vnnY�o �nNr I I I I I I 2x PLATE ON TOP PLATE FULL WIDTH OF 8M. ATTACH W/GLUE & 0.177"0 P.A.F. O 8 O.C. (TYP.) STRAP BOT. OF FLR. JOISTS TO BLOCKING FARSIDE OF BM. W/SIMPSON LSTA36 W/ MIN. 10-10d NAILS EA. END O 16" O.C. 2x12 LEDGER W/4-1/4'0 x 5" LAG SCREWS O 16" O.C. TO— SOLID (1 1/4" MIN.) RIDGID RIM. BLOCK SOLID EA. SIDE OF WEB. BEAR BLOCKING ON BOT. FLANGE & BOLT THRU WEB W/ 1/2"0 BOLTS O 24" O.C. PROVIDE L3 x 3 x 3/16 x 0'-4 CUP ANGLE EA. SIDE OF GLU-LAM TO STL. SM. PROVIDE HOLES IN VERT. LEG FOR 2-1/4"0 x 2 1/2" LAG SCREWS & WELD TO TTOP FLANGE OF SM. W/ 1/8' FILLET 2-1 3/4" x 11 7/8" LVL ALL-AROUND. (TYPICAL) (FLUSH) W/SIMPSON HU410 EA. END. 3"0 (SCH. 40) STL. PIPE COL WELD ALL-AROUND TO SM. W/3/16" FILLET. BASE PL. N N 1/2 x 1 1/ a WELD BASE PLATE TO COL W/ 3/16' ALL-AROUND W/4-3/4"0 X. A.B. 4 OOF �) r 11 7/ RFP 1200 24' O.C. W/SIMPSON L IUS HGR EA. END li11[1�y;l 2xPLATE ON TOP PLATE FULL WIDTH OF BM. ATTACH- VGLUE & 0.177"0 P.A.F. O 8 D.C. ( I ) 3/4' x 7 1/4' LVL -2x6 POST & 2-24 EA. END. I I -2x6 POST W10x22 FLUSH iii, --- __J 0 HDR. (TYPICAL T WHERE NOTED) BLOCK SOLID EA. SIDE OF WEB. BEAR BLOCKING ON BOT. FLANGE & BOLT THRU WEB W/ 1/2"0 BOLTS O 24' O.C. III 1 1 1 PROVIDE L3 x 3 x 3/16 x 0'-4 CUP ANGLE EA. SIDE OF GLU-LAM TO STL. SM. //PROVIDE HOLES IN VERT. LEG FOR T01 fOPOFLANGE OF SM. W/ SCREWS8 FILLET & WELD P.T. O 24 ALL-AROUND. (TYPICAL) 3'0 (SCH. 40) STL. PIPE COL. W/ CCO CAP TO LVL'S & BASE. WELD ALL-AROUND TO BM. W/3/16" FILLET. BASE PL N N 1/2 x 1 1/ WELD BASE PLATE TO COL W/ 3/16' ALL-AROUND W/4-3/4"0 x� A.B. 4" SIMPSON HHUS410 HGR. Ill 3/4" RFP120 O 24" O.C. SIMPSON HHUS410 HGR. II `((FLUS )4HDR11 7/8' LVL i I I I II I 3ON HGLT HGR. W/OFFSET GE. WELD ALL-AROUND TO FLANGE W/ 3/16' FILLET. ---------, I I ALT. PANEL, SEE PORTAL DET. '1" SECOND FLOOR FRAMING PLAN 1. FRAMER TO COORDINATE FRAMING MEMBERS FOR CLEARANCE AT PLUMBING AND MECHANICAL PENETRATIONS. 2. REFER TO ARCH. PLANS FOR ALL DIMENSIONS AND DETAILS. Mai 2x12 LEDGER W/4-1/4"0 x 5" LAG SCREWS O 16' O.C. TO SOLID (1 1/4' MIN.) RIDGID RIM. 3/4' x 14" LVL -2x6 POST & 3-24 EA. LEFT. TOP OF WALL FRMG. TI ii ------------ 1I SHEATH W 1/2' O.S.B. i i --T rT . NAILED Wf 8d O 4" 0. TO ALL FRMG. MEMBERS I III OVERHEAD DOOR HDR, SEE PLAN III III MIN. 5-2x POST O CORNER---.,' POST, PER PLAN ji MIN. 3 III III III III II MIN. 3- 1/2"0 ANCHOR III BOLTS FROM FON. WALL PLATE. II II j SIMPSON STHD8 STRAP FROM FON. SIMPSON STHD8 STRAP FROM FDN. TOP OF FDN. WALL PORTAL DETAIL "1" NO SCALE PANEL, SEE AL DET. '1' 3/4' x 9 1/2" LVL -2x6 POST EA. END. ALT. PANEL, SEE PORTAL DET. "1" DASHED LINES INDICATE BRACED WALL LINES/ PANELS . ALL WALLS TO BE CONTINUOUS SHEATHED WALL PANELS EXCEPT WHERE NOTED. (TYPICAL) 3-1 3/4" x 11 7/8" LVL (FLUSH) HANG TRUSSES FROM HORS. W/2 -2x6 POST & 3-2x6 K.S. EA. END. 3-1 3/4' x 11 7/8" LVL (FLUSH) HANG TRUSSES FROM HORS. W/2 -2x6 POST & 3-24 K.S. EA. END. REFER TO SHEET F-1 FOR GENERAL NOTES AND FRAMING NOTES A complete set of stamped truss manufacture drawings which have been verified by the structural engineer of record shall be onsite at time of frame inspection. Uplift connections and bearing points shall comply with the drawings. 4"0 (SCH. 40) S PIPE COL. WELD 3/16" FILLET ALL AROUND TO BM. & BELOW. Provide code compliant attic ventilation -1/150 sq. ft. or 1/300 sq. ft. based on vent placement 1/4"=1'-0 1. REFER TO PLANS BY TRUSS MFR. FOR EXACT LOCATION OF ROOF TRUSSES AND GIRDER TRUSSES. 2. TRUSS MANUFACTURER AND FRAMER TO COORDINATE LAYOUT FOR FLUE AND MECHANICAL PENETRATIONS. 3. ALL OVERFRAMING TO CONSIST OF TRUSSES BY TRUSS MFR. OR 2x6 RAFTER MEMBERS SUPPORTED O 4'-0 ox. MAX. BY VERTICAL MEMBERS (2x4 MIN.) TO TRUSSES. BRACE VERTICAL MEMBERS AT MID—HEIGHT WHERE GREATER THAN 6'-0. 4. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS AND DETAILS. z z w w CL CL 2-1 3/4" X 7 1/4" LVL HDR. (FLUSH) HANG TRUSS TO HDR. & EXTEND TOP — CHORD AS REVD. PROVIDE MIN. 2-2x POST EA. END. 2-1 3/4" X 7 1/4' LVL HDR. (FLUSH) HANG TRUSS TO HDR. & EXTEND TOP CHORD AS REQ'D. PROVIDE MIN. 2-2x POST EA. END. REFER TO SHEET F-1 FOR GENERAL NOTES AND FRAMING NOTES TCRR�OYNf Engureers. Geologists d Enwroroaental &'enhsh Preliminary Subsurface Exploration and Foundation Recommendations Proposed Single Family Residence at Lot 3 at Hilltop Estates, Wheat Ridge, Colorado Terradyne Project No.: C215124 -A Workshop Colorado 4373 Jason Street Denver, Colorado July 7, 2021 15403 E. 17th Ave,iue, 5uife E • aurora, Goloraau SGOT • Pn 303.463.9397 • Fax 303 463 9371 Torradyne DEN, Inc. July 7, 2021 Workshop Colorado 4373 Jason Street Denver, Colorado Attention: Kelsey Kistler 4 2� sfs 4 fnriiam�nfW Scienfiirs 24tyt TERRADYNE ENGINEERING. INC. JOILEIM 15603E 17th Ave, Suite0011 E IV Aurora, Colorado 80011 Phone: 303-463-9317 _ www.terradyne.com Re: Preliminary Subsurface Exploration and Foundation Recommendations Proposed Single Family residence at Lot 3 at Hilltop Estates, Wheat Ridge, Colorado Terradyne Project No.: C215124 -A Dear Ms. Kistler: Terradyne Residential Inc. has completed a preliminary soil and foundation engineering report at the above referenced project site. The results of the exploration are presented in this report. We appreciate and wish to thank you for the opportunity to service you on this project. Please do not hesitate to contact us if we can be of additional assistance during the Construction Materials testing and Quality Control phases of construction. Respectfully Submitted, Very Truly Yours, Terradyne Residential, Inc. -�O— Yosief Araia, P.E. Geotechnical Department: � Rp D0 LIM yyvvFW N ' S 9 53857 07/07/2021 ,Et 70MAI Digitally signed Yosief Ar Yosief W. Araia W. Araia Date: 2021.07.07 11:38:48 -06'00' W he, a°yang 50 TABLE OF CONTENTS Terradyne Residential, Inc. C215124 -A Page 1.0 INTRODUCTION................................................................................................................................ 1 2.0 PROJECT DESCRIPTION................................................................................................................... 1 3.0 PURPOSE AND SCOPE OF SERVICES............................................................................................ 1 heat 4.0 SITE CONDITIONS 2 ofW iJ, ............................................................................................................................. 5.0 GEOTECHNICAL INVESTIGATION................................................................................................ 2 6.0 FOUNDATIONS ON EXPANSIVE SOIL.......................................................................................... 5 7.0 DESIGN ENGINEERING ANALYSIS............................................................................................... 8 8.0 FOUNDATION RECOMMENDATIONS...........................................................................................8 9.0 CONSTRUCTION GUIDELINES.....................................................................................................11 10.0 DRAINAGE AND MAINTENANCE.............................................................................................. 13 11.0 SHORING.......................................................................................................................................... 15 12.0 LIMITATIONS.................................................................................................................................15 APPENDIX Boring Location Figure 1 Boring Logs Figure 2-8 Key to Classifications and Symbols Figure 9 Terradyne Residential, Inc. C215124 -A EXECUTIVE SUMMARY The soil conditions at the site of the proposed Single -Family residence at Lot 3 at Hilltop Estates, in Wheat Ridge, Colorado were explored by drilling one (1) boring to a depth of 25 feet at the lot along with other boreholes drilled at adjoining lots. The proposed construction will consist of a two to three story single family residence with attached garage and a basement. Laboratory tests were performed on selected samples to evaluate the engineering characteristics of various soil strata encountered in our boring. Terradyne has monitored the placement of approximately 7 feet of over -excavated, moisture conditioned, replaced and recompacted engineered fill at this site. The results of our exploration, laboratory testing and engineering evaluation indicate the soils underlying this site have an estimated potential vertical movement on the order of 1 inch is at existing grade level for average moisture conditions. The proposed structure may be supported by spread or strip footings bearing at the basement level on compacted in-situ soils. Design parameters for the foundations are included in this report. Groundwater seepage was encountered in the borings at the time of our field exploration. Detailed descriptions of subsurface conditions, engineering analysis, and design recommendations are included in this report. Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 1.0 INTRODUCTION 1 This report presents the results of our subsurface exploration and foundation analysis for the proposed single family residence at Lot 3 at Hilltop Estates, in Wheat Ridge, Colorado. The object of this investigation was to evaluate the physical properties ofthe soils underlyingthe site in orderto provide recommendations for foundation, and retaining wall design, slab support and related earthwork for ,,N he,, the structures. This geotechnical investigation was authorized by Workshop Colorado. Ing 5TW, 2.0 PROJECT DESCRIPTION Terradyne understands that the proposed single family residence will be a two to three story structure with basement and attached garage. If the final construction plans vary from what has been assumed, please contact Terradyne for further evaluation as the revisions may affect the recommendations provided in this report. 3.0 PURPOSE AND SCOPE OF SERVICES The purpose of our geotechnical investigation was to evaluate the subsurface and groundwater conditions of the site and provide geotechnical engineering recommendations for the design and construction of the residence. Our scope of services includes the following: 1) Drilling and sampling of one boring 13-1 to a depth of 25 feet, 2) Evaluation of the in-place conditions of the subsurface soils through field penetration tests; 3) Observation of the groundwater conditions during drilling operations; 4) Performing laboratory tests such as Atterberg limits, moisture content tests, free swell/consolidation tests; 5) Review and evaluation of field and laboratory tests; 6) Compilation, generalization and analysis of the field and laboratory data according to the project requirements; 7) Estimation of potential vertical heave; 8) Preparation of recommendations for the design and construction of the structures; 9) Consultations with Prime Professionals and members of the design team on findings and recommendations and the preparation of a written geotechnical engineering report for their use in the preparation of design and construction documents. The Scope of Services does not include an environmental assessment of the presence or absence of wetlands and/or hazardous or toxic materials in the soil, surface water, groundwater, or air, in the proximity of this site. Any statements in this report or on the boring logs regarding odors, colors or unusual or suspicious items or conditions are strictly for the information of the client. Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 4.0 SITE CONDITIONS The site for the proposed residence is located at Lot 3 at Hilltop Estates, in Wheat Ridge, Colorado. The site grade is currently at an elevation of approximately 3 feet below its final grade and is located on a vacant lot, within a new subdivision that is being developed. The site is bordered by adjoining properties to the west and north, a new access roadway to the east, and W 32°d Ave lies o wheal he,,,,, to the south of the property. The boring locations were established in the field by information provided by the client. B°yar"eo ne°� 5.0 GEOTECHNICAL INVESTIGATION The field exploration to determine the engineering characteristics of the subsurface materials included a reconnaissance of the project site, drilling the boring, performing standard penetration tests and obtaining samples using California sampler. One (1) soil test boring was drilled at this lot. Boring B-1 was drilled to a maximum depth of 25 feet. Boring location at the lot were selected based on information provided by the client and established in the field by the drilling crew. An approximate boring location plan is shown on Figure 1 in the Appendix. The borings were performed with a drilling rig equipped with a rotary head. Conventional solid stem augers were used to advance the hole and samples of the subsurface materials were obtained using a Modified California sampler and standard 4.0 -inch augers. The samples were identified according to boring number and depth, encased in polyethylene plastic wrapping to protect against moisture loss, and transported to our laboratory. 5.1 Field Tests and Measurements Penetration Tests: During the sampling procedures, standard penetration tests were performed in the boring in conjunction with split -barrel sampling (ASTM 1586). The standard penetration value (N) is defined as the number of blows of a 140 -pound hammer, falling thirty inches, required to advance the split -spoon sampler one foot into the soil. The sampler is lowered to the bottom of the drill hole and the number of blows recorded for each of the three successive increments of six inches penetration. The "N' value is obtained by adding the second and third incremental numbers. The results of the standard penetration tests indicate the relative density and comparative consistency of the soils, and thereby provide a basis for estimating the relative strength and compressibility of the soil profile components. Water Level Measurements: Water level was checked in Terradyne's soil boring during and after completion of drilling operations and is noted on the boring log. In relatively pervious soils, such as sandy soils, the indicated elevations are considered reliable groundwater levels. In relatively impervious soils, an accurate determination of the groundwater elevation may not be possible even Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 3 after several days of observation. Seasonal variations, temperature and recent rainfall conditions may influence the level of the groundwater table and the volume of water encountered will depend on the permeability of the soils. 5.2 Boring Logs Field log was prepared for the boring. The log includes information concerning the boring method, samples attempted and recovered, the presence of various materials (such as clay, sand and silt) and groundwater observations. They also include an interpretation of the subsurface conditions between samples. Therefore, these logs include both factual and interpretive information. The final log represents our interpretation of the contents of the field log and laboratory test results for the purpose delineated by our client. The final log is included on Figure 2 in the Appendix. A key to classification terms and symbols used on the log is presented on Figure 3. 5.3 Laboratory Testing Program hi addition to field exploration, a laboratory testing program was conducted to determine additional pertinent engineering characteristics of the subsurface materials that are necessary to evaluate the soil parameters. All phases of the laboratory testing program were performed in general accordance with the indicated applicable ASTM Specifications presented in Table No. 1. Table No. 1 Type of Test Applicable Test Standard Natural Moisture Content ASTM D-2216 Atterberg Limits ASTM D-4318 % Passing No. 200 Sieve ASTM D1140, D422 hi the laboratory, each sample was examined and classified by a geotechnical engineer. As a part of this classification procedure, the natural water content of selected specimens was determined. Liquid and Plastic Limit tests were performed on representative specimens to determine the plasticity characteristics of the different soil strata encountered. The results of these tests are presented on the appropriate boring logs. Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 5.4 Laboratory Testing Program 4 In addition to field exploration, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of the subsurface materials that are necessary to evaluate the soil parameters. All phases of the laboratory testing program were performed in general accordance with the indicated applicable ASTM Specifications. In the laboratory, each sample was examined and classified by a geotechnical engineer. As a part of this classification procedure, the natural water content of selected specimens was determined. Liquid and Plastic Limit tests were performed on representative specimens to determine the plasticity characteristics of the different soil strata encountered. The following tests, presented in Table No. 2, were conducted in the laboratory to evaluate the engineering characteristics of the subsurface materials. The results of these tests are presented on the boring logs. Table No. 2 Type of Test or Number Conducted Natural Moisture Content 6 Atterberg Limits 3 Particle Size Analysis 3 5.5 General Subsurface Conditions As shown on the U.S. Geological Survey sheet of the Arvada Quadrangle Geologic Map, the site is located within Qco, Colluvium formation (Holocene to Pleistocene), which consists of gray, dark gray, brown to light brown sandy silt and clay. At this particular site the soil consists of an engineered fill of sandy clay (CL) underlain by claystone, down to a boring depth of 25 feet from existing grade at the lot. i The soils underlying the site may be grouped into two generalized strata with similar physical and engineering properties. The log describes any noticeable changes that occur as depth increases related to soil type, moisture, color and hardness; interface between soil strata represent approximate boundaries. The transition between materials may be gradual. The soil stratigraphy at the boring location is presented on the Boring Log. The engineering characteristics of the underlying soils, based on our field and laboratory test results, are summarized and presented in Table No. 3. i Source: https://ngmdb.usgs.gov/mapview/ Terradyne Residential, Inc. C215124 -A ° W hear ti w Ing 5TW, Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado Table No. 3 5 Stratum Color Depth Range Feet Liquid Plasticity Blows Per Foot Limit Range Index 1 Sandy Clay (CL) Grayish Brown 0- 12 32-47 14-25 15-30 2 Claystone Gray 12-25 50/5" - 50/4" The above description generally highlights the major soil stratification features and soil characteristics. The test boring log should be consulted for specific information atthe boring locations. Groundwater was encountered in our boring during drilling operations at a depth of 13 feet. However, groundwater levels will fluctuate with seasonal climatic variations and changes in the land use. The low permeability of the soils may require several days for groundwater to enter and stabilize in the boreholes. It is not unusual to encounter shallow groundwater during or after periods of rainfall. Surface water tends to percolate through the surface until it encounters a relatively imperious layer. 6.0 FOUNDATIONS ON EXPANSIVE SOIL There are many plastic clays that swell when water is added to them and shrink when water is removed. Foundations constructed on these clays are subjected to large uplifting forces caused by the swelling. Two factors contribute to potential shrink -swell problems within a building site. Problems can arise if a) the soil has expansive or shrinkage properties or b) environmental conditions cause the moisture levels in the soil to change. Evaluation of the Shrink -Swell Potential of the Soils: Subsurface sampling, laboratory testing and data analysis is used to evaluate the shrink -swell potential of the soils under the foundations. The Mechanism of Swelling: The mechanism of swelling in expansive clays is influenced by a number of factors. The expansion in clays is a result of changes in the soil -water system that disturbs the internal stress equilibrium. Clay particles have negative electrical charges on their surfaces and positively charged ends. The negative charges are balanced by actions in the soil - water and give rise to an electrical interparticle force field. In addition, adsorptive forces exist between the clay crystals and water molecules, and Van Der Waals surface forces exist between Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 6 particles. Thus, there exists an internal electro -chemical force system that must be in equilibrium with the externally applied stresses and capillary tension in the soil water. If the soil -water chemistry is altered, either by changing the amount of water or chemical composition in the soil, the inter -particle force field will change. If the change in internal forces is not balanced by a corresponding change in the state of stress, the particle spacing changes until equilibrium is reached. This change in particle spacing manifests itself as a shrinkage or swelling. Antecedent Rainfall Ratio: This is defined as the total monthly rainfall for the current and previous months prior to laying the slab, divided by twice the average monthly rate measured for the period. The intent of this ratio is to give a relative measure of ground moisture conditions at the time the slab is placed. Thus, if a slab is placed at the end of a wet period, the slab shall be expected to experience some loss of support around the perimeter as the wet soil begins to dry out and shrink. The opposite effect could be anticipated if the slab is placed at the end of an extended dry period; as the wet season occurs, uplift around the perimeter may occur as the soil at the edge of the slab gains in moisture content. Age of Slab: The length of time since the slab was cast provides an indication of the type of swelling the soil profile may have beneath the slab. Initial Moisture Condition and Moisture Variation: A volume change in an expansive soil mass is the result of increases or decreases in water content. The initial moisture content influences the swell and shrink potential of a soil. However, moisture content alone is useless as an indicator or predictor of shrink -swell potential. The relationship between moisture content and other soil characteristics, such as the Plastic Limit and Liquid Limit, must also be known. If the moisture content is below or near the Plastic Limit, the soils may have a high potential to swell. Expansive soils with Liquidity Index in the range of 0.20 to 0.40 tend to experience little additional swell. The availability of water in an expansive soil profile is influenced by many environmental and manmade factors. Generally, the upper few feet of the profile are subjected to the widest ranges of moisture variation, and are the least restrained from movement by overburden. This upper stratum of the profile is referred to as the active zone. Moisture variation in the active zone of a natural soil profile is affected by climatic cycles at the surface and fluctuating groundwater levels at the lower moisture boundary. The superficial boundary moisture conditions are changed by placing a barrier, such as a building floor slab or pavement, between the soil and atmospheric environment. Other causes of moisture variation result from altered drainage conditions or manmade sources of water, 2 LIQUIDITY INDEX— NATURAL WATER CONTENT —PLASTIC LIMIT LIQUID LIMIT — PLASTIC LIMIT Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 7 such as irrigation or leaky plumbing. The latter factors are difficult to quantify and incorporate into the analysis but shall be controlled to the extent possible for each situation. For example, proper drainage and attention to landscaping are simple means of minimizing moisture fluctuations near structures and shall always be taken into consideration. Manmade Conditions That Can Be Altered: There are a number of factors that can influence Ok Wheal a whether a soil might shrink or swell and the magnitude of this movement. For the most part, the owner and/or designer have some control over whether these factors can be avoided, and if not ;neoMew°% avoided, the degree to which these factors may influence the shrink -swell process. Lot Drainage: How a lot is graded affects the accumulation of surface water around the slab. Most builders are aware of the importance of grading the soil away from the structure so that rainwater does not collect and pond adjacent to the foundation. If allowed to accumulate next to the foundation, water may infiltrate the expansive soils underlying the foundation, which could cause the foundation to settle. Similarly, runoff from surface water drainage patterns and swales must not collect adjacent to the foundation. Tonouanhy: As it swells, soil heaves perpendicularly to the ground surface or slope, but as it shrinks, it recedes in the direction of gravity and gradually moves downslope in a sawtooth fashion over a number of shrink -swell cycles. In addition to this shrink -swell influence, soil will exhibit viscoelastic properties and creep downhill under the steady influence of the weight of the soil. Therefore, to avoid a structure constructed on this slope from moving downhill with the soil, it must be designed to compensate for this lateral soil influence. Pre -Construction Vegetation: A large amount of vegetation, especially large trees, on a site prior to construction may have desiccation at the site. Constructing over a desiccated soil can produce some dramatic instances of heave and associated structural distress and damage as it becomes wet. Post -Construction Vegetation: The type, amount, and location of vegetation that has grown since construction can cause localized desiccation. Planting trees or large shrubs near a building can result in the loss of foundation support as the vegetation robs moisture from the foundation soil. Conversely, the opposite effect can occur ifflowerbeds or shrubs are planted next to the foundation and these beds are kept well -watered or flooded. This practice can result in swelling of the soil around the perimeter where the soil remains wet. Summation: It is beyond the scope of this investigation to do more than point out the factors that may influence the amount and type of swell a slab -on -grade foundation may be subjected to during its lifetime. The design engineer must be aware of these factors in developing his design, using his engineering experience and judgment as a guide. Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 8 7.0 DESIGN ENGINEERING ANALYSIS Foundation Design Considerations: Review of the boring and test data indicates that the factors presented on the following page will affect the foundation design and construction at this site: 1) The site is underlain by subsoils of low expansive potential at shallow depths. Structures supported at shallow depths will be subjected to potential vertical movements on the order of 1 inch at the basement level. 2) The strengths of the underlying soils are adequate to support shallow or deep foundations. 3) Groundwater was encountered in our boring at the time of the subsurface exploration phase at a depth of 13 feet. Structural Information: Based on the information provided, it is understood that the proposed structure will be a three story residence. These structures are expected to create moderately low loads to be carried by the foundation systems. These structures will utilize wood frame construction and brick or stucco exterior walls. It is assumed that the maximum column loads will not exceed 5 kips, while maximum exterior wall loading will be in the range of one kip per foot. Vertical Movements: The potential vertical heave for slab -on grade construction at the location has been estimated utilizing the liquid limits, plasticity indices, and in-situ moisture contents for soils in the seasonally active zone, estimated to be about twenty to twenty-five feet in the project area The estimated potential vertical heave value provided is based on the proposed floor system applying a sustained surcharge load of approximately one pound per square inch on the subgrade materials. Potential vertical movements on the order of 1 inch at the basement level may be anticipated for average soil moisture conditions. The finish grade elevation was assumed to be '/2 to one foot above the existing grade level. Select structural fill shall be used to raise the elevation by '/2 to one foot. If the existing grade has to be raised to attain the finish grade elevation, select fill shall be placed, compacted and tested for compaction compliance by Terradyne 8.0 FOUNDATION RECOMMENDATIONS The type and depth of foundation suitable for a given structure primarily depends on several factors: the subsurface conditions, the function of the structure, the loads it may carry and the cost of the foundation. Additional considerations may include acceptable performance criteria set by the owner, architect, or structural designer with respect to vertical and differential movements that the structure can withstand without damage. Based on these conditions and the engineering design analysis spread or strip type footings bearing on compacted in-situ soils at the basement level can be used. Either a Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado slab on grade or a structurally suspended slab can be used. 8.1 Spread -Tune Footings 9 The site grade is at approximately 3 feet below its final grade. The site should be backfilled with moisture conditioned soil, or select fill material, that is compacted properly according to the construction guidelines provided in this report. Spread or strip type footings bearing at the W heat ',, foundation level on compacted in-situ soils can be used to support the structure. U W An allowable soil bearing pressure of 2,000 pounds per square foot is recommended for the design e� Ing 5T of spread or strip type footings at this level. In order to minimize the sensitivity of the structure to differential movement, the footings and walls should be reinforced to allow for a degree of load re -distribution should a localized zone of the supporting soils become saturated. Stem walls should either be positively separated from the floor slabs or reinforced to prevent cracking at the slab stem wall interface. Uplift resistance of shallow foundations formed in an open excavation should be taken as the weight of the foundation and soil above it. For design purposes, the uplift resistance should be based on total unit weights of 110 and 150 lbs. per cubic foot (pcf) for soil and concrete respectively. In areas where ground water is anticipated or in areas prone to flooding, the uplift resistance should be based on submerged unit weights of 57 and 87.5 pounds per cubic foot (pcf) for soil and concrete respectively. A factor of safety of 2 is recommended for sustained loading conditions, and 1.5 for transient loading conditions. 8.2 Foundation Construction Guidelines Significant moisture increase in the in-situ soils could create additional and/or excessive movements in the site. Accordingly, the site drainage and moisture protection provisions, recommended in this report are critical design considerations. Prior to placing concrete, all bearing surfaces must be cleared of all loose material. Disturbed material may only be re -compacted with guidance from, and after contacting Terradyne. To verify the soil conditions and soil bearing capacity, it is required that an open hole observation be performed. The entire excavation must be dug down to final grade prior to the observation. If potentially expansive clay, deleterious material, or other unsuitable conditions are found, additional over -excavation of some or the entire site may be required — replacing inadequate soils with acceptable materials. Revised foundation recommendations such as the use of drilled piers may also be required at that time. We recommend the foundation subgrade be inspected for adequacy before concrete placement. Ensure that the requirements contained herein are reflected in any construction plans developed for this site. Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 8.3 Slab -on -Grade Construction 10 The Slab Performance Risk at this site is judged to be low. However, it must be understood, that changes in the water content of these soils may cause the soil to swell or shrink, which may cause movement or cracking of slabs. Slabs should bear on proof -rolled and re -compacted materials. A proof -roll of the subgrade shall be observed by the geotechnical engineer's representative. They must not bear on gravel or other materials which may allow the migration of water below the slabs. If the on-site soils are not acceptable, it is preferable to bear slabs on non -expansive imported materials. This will minimize the transfer and retention of water below the slab. Materials with a Liquid Limit below 30 and a Plasticity Index between 10 and 15 are preferred. Slabs shall be isolated from foundation components by slip joints constructed to allow the independent movement of the slab. Slabs shall also be separated from any utility components by isolation joints. Mechanical equipment resting on slabs must be fitted with expandable/collapsible sections in order to allow movement of the slab without damage to the equipment or to the structure. Non-bearing partition walls must be constructed with a minimum of 3 inches of float to allow for movement of the slab without damaging any part of the structure. All doors shall be constructed with at least 1 -inch gap at floor level. It is the owner's responsibility to monitor and maintain all floats and gaps as necessary. If additional information on float is needed, please contact Terradyne. Slabs must be appropriately reinforced to resist the anticipated loads as well as the effects of the supporting soils. Floor slabs must also be scored in accordance with the American Concrete Institute (ACI) recommendations in order to control cracking of the slab due to shrinkage or other factors. These scores should be a maximum of 12 feet apart. 8.4 Utilities Utilities that project through slab -on -grade floors shall be designed with either some degree of flexibility or with sleeves in order to prevent damage to these lines should vertical movements occur. 8.5 Contraction, Control and/or Expansion Joints Contraction, control and/or expansion joints shall be designed and placed in various portions of the structure. Properly planned placement of these joints will assist in controlling the degree and location of material cracking that occurs due to soil movements, material shrinkage, thermal affects and other related structural conditions. Terradyne Residential, Inc. C215124 -A of W he,, Y ,..... e4 'ng 5TW, Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 8.6 Lateral Earth Pressure 11 Some retaining walls may be needed at this site. The equivalent fluid density values were evaluated for various backfill materials. These values are presented in Table No. 4. Table No. 4 Backfill Material Equivalent Fluid Densitv, PCF Active Condition At Rest Condition Passive Condition a. Crushed Limestone 40 60 530 b. Clean Sand 40 60 360 c. Select Fill (PI < 15) 65 85 265 These equivalent fluid densities do not include the effect of seepage pressures, surcharge loads such as construction equipment, vehicular loads or future storage near the walls. If a cantilever retaining wall can tilt forward to generate "active earth pressure" condition, the values under active condition shall be used. For rigid non -yielding walls which are part of the building, the values" at rest condition" shall be used. The compactive effort shall be controlled during backfill operations. Over compaction can produce lateral earth pressures in excess of at rest magnitudes. Compaction levels adjacent to below -grade walls shall be maintained between 95 and 98 percent of standard Proctor (ASTM D698) maximum dry density. The backfill behind the wall shall be drained properly. The simplest drainage system consists of a drain located near the bottom of the wall. The drain collects the water that enters the backfill and this may be disposed of through outlets along the base of the wall. To ensure that the drains are not clogged by fine particles, they shall be surrounded by a granular filter. In spite of a well - constructed toe drain, substantial water pressure may develop behind the wall if the backfill consists of clays or silts. A more satisfactory drainage system, consisting of a back drain of 12 inches to 24 inches width gravel may be provided behind the wall to facilitate to drainage. The maximum toe pressure for wall footings founded a minimum depth of 36 inches into the clay soils shall not exceed 1,200 pounds per square foot. An adhesion value of 320 pounds per square foot should be used to check against sliding for wall footings bearing on clay. 9.0 CONSTRUCTION GUIDELINES 9.1 Construction Monitoring As Geotechnical Engineer of Record for this project, Terradyne, shall be involved in monitoring the foundation installation and earthwork activities. The performance of anv Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 12 foundation system is not only dependent on the foundation design, but is stron0y influenced by the quality of construction. Prior to construction, please contact our office so that a Foundation and Earthwork Monitoring Plan can be incorporated into the Proiect Quality Control Program. 9.2 Site Preparation In any areas where soil -supported floor slabs or pavement are to be constructed, vegetation and all loose or organic material shall be stripped and removed from the site. Subsequent to stripping operations, the subgrade shall be proofrolled to identify soft zones. Any soft zone detected shall be removed to afirm subgrade soils and replaced with compacted suitable soils to reach subgrade level. Upon the acceptance of proofrolling operations the subgrade shall be scarified to a minimum depth of 8 inches, moisture conditioned and compacted to a 95 percent of maximum dry density as determined by ASTM D 698, between optimum and 4 percentage points above of optimum moisture content The exposed subgrade shall not be allowed to dry out prior to placing structural fill. Select fill material used at this site shall be clayey sand (SC), lean clay with gravel (CL) or clayey gravel (GC) with maximum liquid limit of 35 percent and plasticity index (PI) between 5 and 20. The fill shall be compacted to at least 95 percent of the maximum dry density as determined by ASTM D 698, within f 2 percentage points of optimum moisture content. 9.3 Drainage Groundwater seepage was encountered in our boring during drilling operations at a depth of 13 feet. However, minor groundwater seepage may be encountered within the proposed building foundation and grading excavations at the time of construction, especially after periods of heavy precipitation. Small quantities of seepage may be removed by conventional sump and pump methods of dewatering. 9.4 Temporary Drainage Measures Temporary drainage provisions shall be established to minimize water runoff into construction areas. If standing water does accumulate, it shall be removed by pumping as soon as possible. Adequate protection against sloughing of soils shall be provided for workers and inspectors entering the excavations. This protection shall meet OSHA and other applicable building codes. 9.5 Groundwater In areas where significant cuts (2 -feet or more) are made to establish final grades for building pads, attention shall be given to possible seasonal water seepage that could occur through natural cracks Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 13 and fissures in the newly exposed stratigraphy. Subsurface drains may be required to intercept seasonal groundwater seepage. The need for these, or other dewatering devices, on building pads shall be carefully addressed during construction. Our office could be contacted to visually inspect final pads to evaluate the need for such drains. Groundwater seepage may occur several years after construction if the rainfall rate or drainage pt W heal,, changes in the vicinity of the project site. If seepage runoff occurs towards the building, an engineer shall be contacted to evaluate its' effect and determine whether French drains are required at the a�neoMew`;' location. 9.6 Control Testing and Field Observation Subgrade preparation and select structural fill placement shall be monitored by the project geotechnical engineer or his representative. As a guideline, at least one in-place density test shall be performed for each 2,500 square feet of compacted surface lift. A minimum of two density tests shall be performed on the subgrade or per lift of compaction. Any areas not meeting the required compaction shall be re -compacted and retested until compliance is met. 9.7 Earthwork and Foundation Acceptance Exposure to the environment may weaken the soils at the foundation bearing level if the excavation remains open for long periods of time. Therefore, it is recommended that all foundation excavations be extended to final grade and the footings constructed as soon as possible to minimize potential damage to bearing soils. The foundation bearing level shall be free of loose soil, ponded water or debris sand, and shall be inspected and approved by the geotechnical engineer or his representative prior to concreting. Foundation concrete shall not be placed on soils that have been disturbed by rainfall or seepage. If the bearing soils are softened by surface water intrusion during exposure or by desiccation, the unsuitable soils must be removed from the foundation excavation and replaced prior to placement of concrete. Subgrade preparation and fill placement operations shall be monitored by the geotechnical engineer or his representative. As a guideline, at least one in-place density test shall be performed for each 2,500 square feet of compacted surface lift. Any areas not meeting the required compaction shall be recompacted and retested until compliance is met. 10.0 DRAINAGE AND MAINTENANCE Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 14 Final drainage is important for the performance of the proposed structures and pavement. Landscaping, plumbing, and downspout drainage is also important It is vital that all roof drainage be transported away from the building so that water does not pond around it, which can result in a soil volume change underneath the building. Plumbing leaks shall be repaired as soon as possible in order to minimize the magnitude of a moisture change under the slab. Large trees and shrubs shall not be planted in the immediate vicinitv of the structures, since root systems can cause a substantial reduction in soil volume in the vicinitv of the trees during dry periods. Adequate drainage shall be provided to reduce seasonal variations in moisture content of foundation soils. All pavement and sidewalks within 10 -feet of the structures shall be sloped away from the structures to prevent ponding of water around the foundations. Final grades within 10 -feet of the structure shall be adjusted to slope away from structures preferably at a minimum slope of 3 percent. Maintaining positive surface drainage throughout the life of the structure is essential. In areas with pavement or sidewalks adjacent to the new structure, a positive seal must be provided and maintained between the structures and the pavement or sidewalk to minimize seepage of water into the underlying supporting soils. Post -construction movement of pavement and flat -work is not uncommon. Maximum grades practical shall be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades shall take into consideration post construction movement of flatwork, particularly if such movement would be critical. Normal maintenance shall include inspection of all joints in paving and sidewalks, etc. as well as re -sealing where necessary. There are several factors related to civil and architectural design and/or maintenance that can significantly affect future movements of the foundation and floor slab systems. 1. Where positive surface drainage cannot be achieved by grading the ground surface adjacent to the buildings, a complete system of gutters and downspouts shall carry runoff water a minimum of 10 -feet from the completed structures. 2. Planters located adjacent to the structures shall preferably be self-contained. Sprinkler mains shall be located a minimum of five feet from the building line. 3. Planter box structures placed adjacent to the building shall be provided with a means to assure concentrations of water do not infiltrate the subsoils stratigraphy. 4. Large trees and shrubs shall not be planted closer to the foundations than a horizontal distance equal to roughly their mature height due to their significant moisture demand upon maturing. Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidge, Colorado 15 5. Moisture conditions shall be maintained "constant" around the edge of the slabs. Ponding of water in planters, in unpaved areas, and around joints in paving and sidewalks can cause slab movements beyond those predicted in this report. 6. Roof drains shall discharge on pavement or be extended away from the structures. Ideally, roof drains shall discharge to storm sewers by closed pipe. Trench backfill for utilities shall be properly placed and compacted, as outlined in this report, and in accordance with the requirements of local City, County and/or State Standards. Since granular bedding backfill is used for most utility lines, the backfilled trench shall be prevented from becoming a conduit and allowing an access for surface or subsurface water to travel toward the new structures. Concrete cut-off collars or clay plugs shall be provided where utility lines cross building lines to prevent water from traveling in the trench backfill and entering beneath the structures. The potential vertical heave values estimated and stated under "Vertical Movements" are based on the provision that positive drainage shall be maintained to divert water away from the building and adjacent pavement. If this drainage is not maintained, the wetted front may occur below the assumed fifteen feet depth, and the resulting vertical heave may be 2 to 3 times greater than the stated values shown in this report. Utility leaks may also cause similar high movements to occur. 11.0 SHORING Shoring of excavations and design of shoring systems are governed by federal, state, and local regulations. The design of shoring systems on this project is beyond the scope of our services. The owner or the contractor should retain a shoring design professional to design shoring systems for excavations on this site. 12.0 LIMITATIONS The analysis and recommendations submitted in this report are based upon the data obtained from the one (1) boring drilled at the lot in conjunction with other borings drilled on adjoining lots. This report may not reflect the exact variations of the soil conditions across the site. The nature and extent of variations across the site may not become evident until construction commences. If variations appear evident, it will be necessary to re-evaluate our recommendations after performing on-site observations and tests to establish the engineering significance of any variations. The project geotechnical engineer should review the final plan for the proposed building so that he may determine if changes in the foundation recommendations are required. The project geotechnical engineer declares that the findings, recommendations or professional advice contained herein have been made and this report prepared in accordance with generally accepted professional engineering Terradyne Residential, Inc. C215124 -A Proposed Single Family Residence at Lot 3 at Hilltop Estates, neatRidze. Colorado 16 practice in the fields of geotechnical engineering and engineering geology. No other warranties are implied or expressed. This report is valid until site conditions change due to disturbance (cut and fill grading) or changes to nearby drainage conditions or for 3 years from the date of this report, whichever occurs first. Beyond this expiration date, Terradyne shall not accept any liability associated with the engineering recommendations in the report, particularly if the site conditions have changed. If this report is desired for use for design purposes beyond this expiration date, we highly recommend U drilling additional borings so that we can verify the subsurface conditions and validate the ;neoM'w°% recommendations in this report. This report has been prepared for the exclusive use of Workshop Colorado for the specific application to the proposed Single -Family residence at Lot 3 at Hilltop Estates, in Wheat Ridge, Colorado. Terradyne Residential, Inc. C215124 -A •. _,rte:-_ AlLot 9 i; _ /fot 5� .. I A.t 4 1 a g i TIT y-iB2� 1 -R lni���l. 5���,Inn L� Awove, co 80011 303463-9317 NWomdR�eweatLot 3 HJlt Esats e�m,pi Project: Proposed Residence Log of Boring B-1 Project Location: Lot 1 at Hilltop Estates Sheet 1 of 1 Terradyne Project Number: C215077 Date(s) April 19, 2021 Drilled Drilling Solid Stem Auger Total Depth 25 feet bgs Method of Borehole Drill Rig Simco Approximate Type Surface Elevation Groundwater Level 13 feet Sampling California and Date Measured Mathod(s) t Borehole Yes, with native soil Location See Figure 1 u Backfill 0 oya � O o U ¢ d N Z L U) O O O ~ O J C O >d w � m L 12 v U v — C m C n E E a "'� —"�- �- _ _ REMARKSAND C) rn z t✓ a (7 MATERIAL DESCRIPTION o i° a J J a a U D OTHER TESTS 0 Sandy Clay, Very Stiff, Moist, Grayish 30 Brown, CL 20 15 16 50.1 47 22 25 Swell 0.2 % s 18 17 52.0 32 18 14 Swell 0.2 % 10 Claystone, Hard, Moist, Grayish Brow 50/5 21 44 30 14 Swell 0.1 % u 50/5" 21 94 2 20 0/4" 25 Bottom of Boring 30 35 40 TC/iR��OYNC Figure 2 J he�f R,a Project: Proposed Residence Log of Boring B-2 Project Location: Lot 4 at Hilltop Estates Sheet 1 of 1 Terradyne Project Number: C215124 Date(s) June 14, 2021 Drilled Drilling Solid Stem Auger Total Depth 25 feet bgs Method of Borehole Drill Rig Simco Approximate Type Surface Elevation Groundwater Level 10.5 feet Sampling California and Date Measured Mathod(s) t Borehole Yes, with native soil Location See Figure 1 u Backfill 0 oya � O o U ¢ d N Z L U) O O O ~ O J C O >d w � m L 12 v U v — C m C n E E a "'� —"�- �- _ _ REMARKSAND C) rn z t✓ a (7 MATERIAL DESCRIPTION o i° a J J a a U D OTHER TESTS 0 Sandy Clay, Stiff to Very Stiff, Moist, 19 Grayish Brown, CL 18 49 25 24 13 19 669 43 23 20 Swell 0.4% 5 24 21 70 ] 42 24 10 Swell 0.1 % 10 Claystone, Hard, Moist, Grayish Brown 50/6" 22 42 24 10 Swell 0.1 % u 50/5' 25 604 zo 0/5" 29 Bottom of Boring 30 35 40 TC/iR��OYNC Figure 3 J he�f R,a Project: Proposed Residence Log of Boring B-3 Project Location: Lot 5 at Hilltop Estates Sheet 1 of 1 Terradyne Project Number: C215124 Date(s) June 14, 2021 Drilled Drilling Solid Stem Auger Total Depth 25 feet bgs Method of Borehole Drill Rig Simco Approximate Type Surface Elevation Groundwater Level 10 feet Sampling California and Date Measured Mathod(s) t Borehole Yes, with native soil Location See Figure 1 u Backfill 0 oya � O o U ¢ d N Z L U) O O O ~ O J C O >d w � m L 12 v U v — C m C n E E a "'� —"�- �- _ _ REMARKSAND C) rn z t✓ a (7 MATERIAL DESCRIPTION o i° a J J a a U D OTHER TESTS 0 Sandy Clay, Very Stiff, Moist, Grayish 30 Brown, CL 11 24 11 009 37 19 18 Swell 1.2% s s0/s° 23 764 48 24 24 Swell 0.9 % Sandy Claystone, Hard, Moist, Grayish o Brown 50/0" 22 035 49 27 22 Swell 1.5% u 50/0° 27 85.8 20 0/5" 23 25 Bottom of Boring 30 3s 40 TC/iR��OYNC Figure 4 J he�f R,a Project: Proposed Residence Log of Boring B-4 Project Location: Lot 6 at Hilltop Estates Sheet 1 of 1 Terradyne Project Number: C215124 Date(s) June 15, 2021 Drilled Drilling Solid Stem Auger Total Depth 25 feet bgs Method of Borehole Drill Rig Simco Approximate Type Surface Elevation Groundwater Level 11 feet Sampling California and Date Measured Mathod(s) t Borehole Yes, with native soil Location See Figure 1 u Backfill 0 oya � O o U ¢ d N Z L U) O O O ~ O J C O >d w � m L 12 v U v — C m C n E E a "'� —"�- �- _ _ REMARKSAND C) rn z t✓ a (7 MATERIAL DESCRIPTION o i° a J J a a U D OTHER TESTS 0 Sandy Clay, Very Stiff, Moist, Grayish 29 Brown, CL 15 30 14 04.8 40 21 25 Swell 1.8 % s 46 15 575 49 22 25 Swell 0.9 % Sandy Claystone, Hard, Moist, Grayish o Brown 50/0" 10 49 24 25 Swell 1.5 % u 50/5" 25 94.8 20 0/5" 28 25 Bottom of Boring 30 35 40 TC/iR��OYNC Figure 6 J he�f R,a Project: Proposed Residence Log of Boring B-5 Project Location: Lot 7 at Hilltop Estates Sheet 1 of 1 Terradyne Project Number: C215124 Date(s) June 15, 2021 Drilled Drilling Solid Stem Auger Total Depth 25 feet bgs Method of Borehole Drill Rig Simco Approximate Type Surface Elevation Groundwater Level NO Sampling California and Date Measured Mathod(s) t Borehole Yes, with native soil Location See Figure 1 u Backfill 0 oya � O o U ¢ d N Z L U) O O O ~ O J C O >d w � m L 12 v U v — C m C n E E a "'� —"�- �- _ _ REMARKSAND C) rn z t✓ a (7 MATERIAL DESCRIPTION o i° a J J a a U D OTHER TESTS 0 Sandy Clay, Very Stiff, Moist, Grayish 26 Brown, CL 12 27 10 693 36 21 15 Swell 1.7% 5 Sandy Claystone, Hard, Moist, Grayish sols° Brown 18 715 45 28 n Swell 0.4 % 10 50/5 23 47 29 18 Swell 1.5 % u 50/5" 18 895 20 0/5" 21 25 Bottom of Boring 30 35 40 TC/iR��OYNC Figure 6 J he�f R,a Project: Proposed Residence Log of Boring B-6 Project Location: Lot 8 at Hilltop Estates Sheet 1 of 1 Terradyne Project Number: C215124 Date(s) June 15, 2021 Drilled Drilling Solid Stem Auger Total Depth 25 feet bgs Method of Borehole Drill Rig Simco Approximate Type Surface Elevation Groundwater Level NO Sampling California and Date Measured Mathod(s) t Borehole Yes, with native soil Location See Figure 1 u Backfill 0 oya � O o U ¢ d N Z L U) O O O ~ O J C O >d w � m L 12 v U v — C m C n E E a "'� —"�- �- _ _ REMARKSAND C) rn z t✓ a (7 MATERIAL DESCRIPTION o i° a J J a a U D OTHER TESTS 0 Sandy Clay, Very Stiff, Moist, Grayish 18 Brown, CL 18 33 17 86.8 49 22 27 Swell 2.2 % 5 Sandy Claystone, Hard, Moist, Grayish so3s° Brown 18 904 48 30 18 Swell 1.5% 10 5036° 18 58.8 48 28 20 Swell 0.8 % u 016° 22 zo 01a 21 25 Bottom of Boring 30 35 40 TC/iR��OYNC Figure 7 J he�f R,a Project: Proposed Residence Log of Boring B-7 Project Location: Lot 9 at Hilltop Estates Sheet 1 of 1 Terradyne Project Number: C215124 Date(s) June 16, 2021 Drilled Drilling Solid Stem Auger Total Depth 25 feet bgs Method of Borehole Drill Rig Simco Approximate Type Surface Elevation Groundwater Level NO Sampling California and Date Measured Mathod(s) t Borehole Yes, with native soil Location See Figure 1 u Backfill 0 oya � O o U ¢ d N Z L U) O O O ~ O J C O >d w � m L 12 v U v — C m C n E E a "'� —"�- �- _ _ REMARKSAND C) rn z t✓ a (7 MATERIAL DESCRIPTION o i° a J J a a U D OTHER TESTS 0 Sandy Clay, Very Stiff, Moist, Grayish 15 Brown, CL 10 32 13 845 46 24 22 Swell 1.4% s 31 23 819 45 30 15 Swell 1.7 % 10 Sandy Claystone, Hard, Moist, Grayish Brown 50/0" 15 022 43 19 24 Swell 0.7 % u 010° 22 zo 01a 21 Bottom of Boring 30 35 40 TC/iR��OYNC Figure 8 J he�f R,a Project: Proposed Residence Key to Log of Boring Project Location: Lot 9 at Hilltop Estates Sheet 1 of 1 Terradyne Project Number: C215124 COLUMN DESCRIPTIONS 1eDepth (feet): Depth in feet below the ground surface. F2 Passing #200 Sieve, %: The percent fines (soil passing the No. 2 Sample Type: Type of soil sample collected at the depth interval 200 Sieve) in the sample. shown.LL, 0 %: Liquid Limit, expressed as a water content �3 N=blows/R (SPT) T=inches/100 blows (THD): N: Number of blows 1 PL, %: Plastic Limit, expressed as a water content. to advance SPT sampler 12 inches or distance shown, OR T: O PI, %: Plasticity Index, expressed as a water content. Penetration in inches of THD Cone for 100 blows o U ¢N d PP (tsf): The Relative Consistency of the soil, measured by Pocket REMARKS AND OTHER TESTS: Comments and observations Penetrometer in tons/square foot regarding drilling or sampling made by driller or field personnel. �5 Z encountered. L MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptive text. M7 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample. ® Dry Unit Weight, pcf: Dry weight per unit volume of soil sample measured in laboratory, in pounds per cubic foot. w L .L... a E ^ U U QO. :5z N VI o 0 o y REMARKS AN j'p P d C1 rn .� = z t— t✓ c- a c7 MATERIAL DESCRIPTION 3: p c- J J J c- _ c- U D OTHER TEVS COLUMN DESCRIPTIONS 1eDepth (feet): Depth in feet below the ground surface. F2 Passing #200 Sieve, %: The percent fines (soil passing the No. 2 Sample Type: Type of soil sample collected at the depth interval 200 Sieve) in the sample. shown.LL, %: Liquid Limit, expressed as a water content �3 N=blows/R (SPT) T=inches/100 blows (THD): N: Number of blows 1 PL, %: Plastic Limit, expressed as a water content. to advance SPT sampler 12 inches or distance shown, OR T: PI, %: Plasticity Index, expressed as a water content. Penetration in inches of THD Cone for 100 blows UC, ksf: Unconfined compressive strength. ® PP (tsf): The Relative Consistency of the soil, measured by Pocket REMARKS AND OTHER TESTS: Comments and observations Penetrometer in tons/square foot regarding drilling or sampling made by driller or field personnel. �5 Graphic Log: Graphic depiction of the subsurface material encountered. © MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptive text. M7 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample. ® Dry Unit Weight, pcf: Dry weight per unit volume of soil sample measured in laboratory, in pounds per cubic foot. FIELD AND LABORATORY TEST ABBREVIATIONS SPT: Standard Penetration Test THD: Texas Dept. of Transportation Cone Penetrometer Test LL: Liquid Limit, percent TYPICAL MATERIAL GRAPHIC SYMBOLS 0 Lean CLAY, CLAY w/SAND, SANDY CLAY (CL) TYPICAL SAMPLER GRAPHIC SYMBOLS GENERAL NOTES PL: Plastic Limit, percent PI: Plasticity Index, percent PP: Pocket Penetrometer UC: Unconfined compressive strength test, Qu, in ksf OTHER GRAPHIC SYMBOLS Shelby Tube (Thin-walled, Water level (at time of drilling, ATD) fixed head) Water level (after waiting) Minor change in material properties within a stratum — Inferred/gradational contact between strata —I— Queried contact between strata 1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests. 2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times. Figure 9 Grab Sample 2 -inch -OD unlined split spoon (SPT) Rock Core 0 THD Cone GENERAL NOTES PL: Plastic Limit, percent PI: Plasticity Index, percent PP: Pocket Penetrometer UC: Unconfined compressive strength test, Qu, in ksf OTHER GRAPHIC SYMBOLS Shelby Tube (Thin-walled, Water level (at time of drilling, ATD) fixed head) Water level (after waiting) Minor change in material properties within a stratum — Inferred/gradational contact between strata —I— Queried contact between strata 1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests. 2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times. Figure 9 Ali electial snail comply with 2018 1 PC and 20202 NEC POWER DEVICES AS 4 M MBSEEm u EmE WDURLEF aEEERAMS FOUR SLID aEEEPTAaE WaEEanTuLS .m,00 E MCCEE W DURLEFEEmRAMS ON STAND BYPOWER AGENT FLUOR moumwSUFFIX EMBmAME 44 FLUOR moumw mw U. CGL E oU„�,>»E ®JUNCT on eox EEmEWAY ARM RFAC gA I RULE DOUG TOGGLE Ewn<x U C DOUG SWITCH rnEr,EcuT E= REE WAY THAI SWITCH SMOTE E.�E.i.�i T¢LA E.EX N GANG LENT Ewixx SINGLE FOR TIER MkILGERLOVE SWITCHd ®A SMELTS PLUM LAND MOTONMNSCM SWITCH EQUIPMENT MCONNECT SWITCH EXAM FUSED DSCONNSCT SWITCH 0 ,B�„~T. wS,ATPS a MORGAN GBLECTIMLEua 0 MISS ouno TUBE&SWITCH FELL GMAKIR GROUND Fw@SUITS ASSAILS 8 MSCHA REST FULL IDEmEUTo.Tw IT] MANNESMANN 0 CTaG,oµa LIGHTING G AS 4 M MBSEEm u EmE did MICESSIDDIDA MAN RECESSED WAIT WASHAR 4aumEEEEmEmuaE ONE HIT Di N MOUNTSMANDISCURPS LIGHT So ELUNCHES AND 44 ,�.froEE,�E U. ENT un TcvcWITH TRADE MOUNTEDMITURS ® E.EEM oE.�.oUmE�ENEAN �aE EXIT LIGHT U C aGR.� TT@,9 * LA SM ARE - RACEWAY LEGEND 10 11 12 Is IN MR. AS BRANCH FELL WOMEN US TO PANEGOARD NUMBER did MARROWINECATTENUMBREEEaEE.�,EE ST io-TR CIRCUIT SMASH cow HIT US ONE HIT Di N xo'�iionsaoua.com CONSUL R US CONCEALED IN WALLA ABLE ORSAPOSSIDWAN EINGSAMnmmEEEm MOTOR Ci COMMUNICATIONS 17 DATA I did ISPHONG UTIET BUILDING OUTLINE SPECIFICATION ro Solar Ready Provisions Path 03 9 FLY ae uln=aaodry1oanrurerereelanorel iduri tr ai ea klt feso oa tas s,®ETFOR.OEEwKEswEETo.E sDATTA aa.UMPHCRTOEEoix aoama A BY ACC AND BUT MPLMELECUMILOODIM ANDORDINANCe HITACHI A RETURNING FOR COORDINATING EXACT DEVICE EMBLEM WITH CROWN Roof IN FELL AND ENSURE BUT GUESTS CALCURARANCE FOR STAN ML H OTHAR TRAMS FOR SPACE CONTAIN PH CR TO INSTALLATION M ELECTRICAL BMPWWTOGB SODIUM SHOULMANYCONFLIMEAREWHIMCANNOMS FAMILY NIFFACTIORSHULLNOXYLAMENSM SPECIALTY MRC�CON��TMS���DIMM INTHE FELL WITH NLLMHRR TEXAS TO LUCIA CIFICUTSWITHTHERACCURAGERSTINATIONS MS0TARWN INDICATED ALLYM 1% MR BRANCH CIRCUITS SHNUT BE NO 14AND12 ST��CTRI�LD�VC�lS�F��TMGR�AT�RFM IMCCULEGUM NO OWNING NFLGG SODIUM CROWN MMR TO ARABI kL DRAWINGS PH CR MORGAN IN 1% MEN THE GUILLINGANDAGOVE GROUND SPLAS Mi LIPS SMASH BE WIND STRANDED PLANAR MMR TOACERAWINGS ANDC�DIMM WITHACCONTRACTIM FOR EXACT CLONGSKMAND FLUOR 3MISTRATIONSWOR MORGAN IN SAM HADUSTE Record CONNECT MARC SPISCIFICATIONS ABC TOROUGH IN RIMS MWDMALY A MACOMMONWALLMOMINIMM SOUND TRANSCENDS MONTHS MULRONEY LESSON NONFUSSDASRSMI FUND ME MESAS ZGED FOR SEE SHALL BE VEREDWIT H MANUFACTURM A CUT BASE AND UNIT SMAGLY KLOK GROUP xo'�iionsaoua.com U C - N m oDo 0 - 0 0 0 oDo IT 5 y, a° a;duk0 EINYRF �w E0.0 RESIDENTIAL LOAD CALCULATION LOAD CALCULATIONS HOUSE SF 47504 VOLTAGE 120/240V PHASE: IPH NEC 220.82 UNIT LOAD CALCULATION 220.82B (1) GENERAL LIGHTING AND RECEPTACLES (3VA/SF) Feeder Wire Size Conduit PANEL HP 137512 VA 220.82B (2) LAUNDRY AND APPLIANCE CIRCUIT Volts L to L "f" Factor 1 LAUNDRY CIRCUIT (1500VA) 1500 VA UTILITY 2 APPLIANCE CIRCUITS (1500VA/CIRCUIT) 3000 VA 220.828 (3) APPLIANCE LOAD - DWELLING UNIT: 2900 250 1 ELECTRIC OVEN 12000 VA AL 1 GAS RANGE 300 VA 50 Mounting Method Fed From 0.6748 1 ELECTRIC DRYER 5760 VA 19,974 1 DISHWASHER Panel Information 3 REFRIGERATOR 3500 VA 1 1 FREEZER 1500 VA FLUSH 1 DISPOSER 1500 VA 1 SEWAGE EJECTOR 1200 VA 0 1 GAS WATER HEATER 500 VA 1 DRY SUANA 1500 VA Panel Options Volt: 240/120 Bus Rating: 200 AMP 1 PERMIT 0810612021 Panel Status Phase: 1 Main Breaker: 200 AMP NEW SHEET CONTENTS: ELECTRICAL ONE -LINE &SCHEDULES Wire: 3 AIC Rating: 25,000 Ckt Notes Code Description Load Bkr P Ph Ph P Bkr Load Description Code Notes Ckt # VA A B VA # 1 A 2 BASEMENT RECEPTS 20 1• 1 20 GARAGE GFI RECEPT 2 A 2 3 A 2 BASEMENT LIGHTING/ RECEPTS 20 1 • 1 20 GARAGE GFI RECEPT 2 A 4 5 A 2 BASEMENT GFCI RECEPTS 20 1 1 20 GARAGE GFI RECEPT 2A 6 6 \/H GH GV 20 1• 1 20 GARAGE DOOR OPENERS 2 A 8 9 6 GAS FURNACE 20 1 • 1 20 LIGHTING/RECEPTACLES 2 A 10 11 A 5 DISPOSAL 20 1 1 20 LIGHTING/RECEPTACLES 2 A 12 13 A 5 DISHWASHER 20 1• 1 20 LIGHTING/RECEPTACLES 2 A 14 15 A 5 OVEN 50 2 • 1 20 LIGHTING/RECEPTACLES 2 A 16 17 2 -- / 1 20 LIGHTING/RECEPTACLES 2 A 18 19 A 5 STOVE 20 1• 1 20 LIGHTING/RECEPTACLES 2 A 20 21 -A-5 HOOD 20 1 • 1 20 LIGHTING/RECEPTACLES 2 A 22 23 A 5 FRIDGE GFI RECEPT 20 1 1 20 LIGHTING/RECEPTACLES 2 A 24 25 A 5 FREEZER GFI RECEPT 20 1 • 1 20 LIGHTING/RECEPTACLES 2 A 26 27 A 5 GARAGE FRIDGE 20 1 • 1 20 LIGHTING/RECEPTACLES 2 A 28 29 A 3 CU -1 40 2 1 20 LIGHTING/RECEPTACLES 2 A 30 • 2 20 LIGHTING/RECEPTACLES 3 A 32 33 A 3 CU -2 40 2 • 20 LIGHTING/RECEPTACLES 3 A 34 35 3 -- / 1 1 20 LIGHTING/RECEPTACLES 2 A 36 37 SPARE 20 1 • 1 20 LIGHTING/RECEPTACLES 2 A 38 39 A EV CHARGING STATION 40 2 • 1 20 SMALL A PPLIA NCE 2 A 40 41 -- / 1 20 SMALL A PPLIA NCEJELE 43 A DRY SUANA 20 1 • 1 20 GAS FIREPLACE 45 A SEWAGE EJECTION PUMP 20 1 • 1 20 AC, GFI RECEPTICALES 47 20 1 1 20 WASHING MACHINE 49 20 1 • 2 30 DRYER 51 20 1 • / -- ]B6 53 20 1 1 20 OUTDOOR GFI RECEPTS 55 20 1 • 1 20 GAS FURNACE 57 20 1 • - SPACE FOR FUTURE SOLA59 20 1 - SPACE FOR FUTURE SOLA Code Description Load VA Dem Load Summary 1 Lighting 125% Per Phase 2 Rec up to 10,000 100% Ph A VA Rec over 10,000 50% Ph B VA 3 Motor 100% Largest Motor 125% 4 Heater 100% Connected VA 5 Kitchen 100% Code Demand VA 6 Other 100% 7 Sub Panel 100% Code Demand Amps NOTES: A PROVIDE A FCVGFCI BREAKERS AS REQUIRED BY NEC B IN COMPLIANCE WITH 2018 IRC T103.9 (RA 103.7) PROVIDE DEDICATED SPACE FOR 2P CIRCUIT BREAKER C D RESIDENTIAL LOAD CALCULATION LOAD CALCULATIONS HOUSE SF 47504 VOLTAGE 120/240V PHASE: IPH NEC 220.82 UNIT LOAD CALCULATION 220.82B (1) GENERAL LIGHTING AND RECEPTACLES (3VA/SF) Feeder Wire Size Conduit 4504 X 3VA/S F 137512 VA 220.82B (2) LAUNDRY AND APPLIANCE CIRCUIT Volts L to L "f" Factor 1 LAUNDRY CIRCUIT (1500VA) 1500 VA UTILITY 2 APPLIANCE CIRCUITS (1500VA/CIRCUIT) 3000 VA 220.828 (3) APPLIANCE LOAD - DWELLING UNIT: 2900 250 1 ELECTRIC OVEN 12000 VA AL 1 GAS RANGE 300 VA 50 1 MICROWAVE 1200 VA 0.6748 1 ELECTRIC DRYER 5760 VA 19,974 1 DISHWASHER 1000 VA 3 REFRIGERATOR 3500 VA 1 1 FREEZER 1500 VA 10.0595 1 DISPOSER 1500 VA 1 SEWAGE EJECTOR 1200 VA 0 1 GAS WATER HEATER 500 VA 1 DRY SUANA 1500 VA 220.82B(4) MOTORS AND LOW POWER FACTOR LOADS 5 BATHROOM EXHAUST FAN(S) 500 VA 1 RADON SYSTEM 800 VA 1 KITCHEN EXHAUST FAN/HOOD 1000 VA TOTAL: 507272 VA APPLICATION OF DEMAND LOAD FACTOR 100% 0 F TH E FI RST 10 7000V 10000 VA 40% OF THE REMAINDER 16109 VA SUB -TOTAL: 26109 VA 220.82C (1) HEATING -AIR CONDITIONING LOAD 2 GAS FURNACE 2000 VA 2 AC UNITS 7680 VA CONTINUOUS LOADS @ 125% 1 EV CHARGER PRE -WIRE 6656 VA TOTAL: 167336 VA CALCULATED UNIT LOAD TOTAL (VA): 42445 VA CALCULATED UNIT LOAD TOTAL (AMPS) 177 AMPS SHORT CIRCUIT CALCULATION CONDUCTORS Fault "X" Isc Available Feeder Wire Size Conduit Wire Type Constant "C" Number of Sets Length Volts L to L "f" Factor "M" multiplier Isc at Fault UTILITY 2900 Steel PVC METER DISCONNECT 2900 250 X 0 AL 12796 1 50 240 0.4819 0.6748 19,974 HOUSE PANEL 19,974 250 1 AL 12122 1 5 1 240 10.0595 0.9439 18,853 NOTE: SEE LET THROUGH CURRENT FOR CLASS J FUSES. METER SOCKET IS LESS THAN 10,OOOAIC. Low -Peak Clays J, Dual -Element Time -Belay Fuses LPJ SP fD saw 000 70000 600 rY 40 304 w W 20000 [i 0000 uJ CE 7000 FDDD 4000 a[ :000 LL] 2000 ua n D 1000 0 900 w Boo 700 FDD 500 71 400 .300 A 200 100 r N M & in u r- -5 Q iLV C7 PROSPECTIVE SHO RT-CrIRC CIT CURRENT - SYMMETRICAL RMS AMPERES (EXISTING) XCEL ENERGY, POLE MOUNTED XFMR, 240/120V, 1 PH, 3W (ASSUMED) 100KVA (BY UTILITY) Isc=29,600A _,bi SERVICE MAST 0 (3#250AL) 2"C (50 FT) (3#250AL) 2"C WOA 40DA r A 100A 60A CA 15A LU LU CL #4 CU a UTILITY ® METER & HOUSE PANEL 200A/2P, 200A FUSE 11331-0101 200A MCB DISCONNECT NEC WOA 40DA r A 100A 60A CA 15A LU LU CL #4 CU #4 AL #2 AL UFFER GAS COLD WATER NEC NEC NEC 250.66(B) 250.122 250.102(C)1 0 KEY NOTES: 1. VERIFY EXISTING TRANSFORMER SIZE AND LOCATION. NOTIFY ENGINEER IF LOCATION AND/OR SIZE DIFFER FROM ASSUMED TO VERIFY SHORT CIRCUIT CALCULATIONS. 2. CONTRACTOR TO PROVIDE NEW 240/120V, 1 PH, 200A SERVICE RATED METER/DISCONNECT IN A NEMA 3R ENCLOSURE. METER AND SERVICE/EMERGENCY DISCONNECT SHALL BE LABELED TO MEET THE REQUIREMENTS OF NEC 230.85. DISCONNECT SHALL BE A 200A, 240V, 2 -POLE WITH 2O0A CLASS J FUSES. COORDINATE ALL REQUIREMENTS WITH XCEL ENERGY PRIOR TO PURCHASE. 3. PROVIDE NEW 200A, 240/120V, 1 PH, 3W HOUSE PANEL. CONTRACTOR TO COORDINATE FINAL LOCATION IN FIELD. SEE PANEL SCHEDULE FOR ADDITIONAL INFORMATION. - V LO ,j Nil K K GROUP BOX 914 GOLDEN,CO. 80402 Phone: 720-399-2410 KG@KLOKGROUP.COM M 0 O U U L -LJ Q� LTJ U) M Q LLJ M O CV M DRAWN BY: MW CHECKED BY: LR REVISIONS: No. Description Date 0 - - 0 0 0 0 0 ISSUE RECORD: No. Description Date 1 PERMIT 0810612021 SHEET CONTENTS: ELECTRICAL ONE -LINE &SCHEDULES 0 0/� - ,...., jrt�� SENL•'•. O ;V 0. 4221 • •� O�• see• NA 08/06/2021 DATE: 07-08-2021 DRAWING NO.: E0.1 o®s� GENERAL NOTESCL IHE AT DHAWINGG ADD DOG HAMATIC IN CHI LOCATIONG FLOWN PONI FATI MAKE VAR AM I ADD By NBC: DROOM HIM AND DATA CONNECTION FOR TV TO BE LOCATED ABOVE MANTLE VERIFY ATUNGWITHARCHFECTPRORM ROUGH IN I ELECTRA METER LOI UTILITY COORDINATE PANEL I �KLOK GROUP H��H�oHmao a.�oM U C 4Lij ICE _ EF N � m � oDo 0 0 0 0 0 0 oDo P LA NS y �E Sao E1.1 11"-v INTERIOR LUMINAIRE SCHEDULE TYPE LAMPS/KELVIN DESCRIPTION LOAD VA VOLTS MANUFACTURER/CAT. NO. NOTES 5" LED, 650LUMENS, 3000K, 90CRI, DRAWN BY: MW PHILIPS SLIMSURFACE S5R-9-30K-W-Z10U F1 LED -3000K REVISIONS: No. Description Date 10 120 1, 3 WET LOCATION RATED 0 OR EQUAL 0 BATHROOM VANITY WALL SCONCE, WAC LIGHTING ESPRIT SCONCE WS -69815- 0 F2 LED -3000K 11 120 1 3000K BN OR EQUAL DECORATIVE PENDANT IN DINING F3 LED -3500K ROOM 50 120 TO BE SELECTED BY ARCHITECT 1,3 F4 LED -3000K KITCHEN ISLAND PENDANT 50 120 TO BE SELECTED BY ARCHITECT 1, 2,3 F5 LED -3000K PARLOR DECORATIVE PENDANT 50 120 TO BE SELECTED BY ARCHITECT 1, 2,3 F6 LED -3000K CE I LI NG FAN 100 120 TO BE SELECTED BY ARCHITECT 1 DECORATIVE PBEAN¶ANT IN MASTER F7 LED -3000K 25 120 TO BE SELECTED BY ARCHITECT 1, 2,3 F8 LED -3000K MASTER BEDROOM SCONCES 10 120 TO BE SELECTED BY ARCHITECT 1, 2,3 TO BE SELECTED BY ARCHITECT F9 LED -3000K SURFACE MOUNTED CLOSET LIGHT 20 120 1,2 MUST BE PERMITTED FOR USE IN CLOSET ,3 F10 LED -3000K 4' LED STRIP 30 120 TO BE SELECTED BY ARCHITECT 1,2,3 EXTERIOR LUMINAIRE SCHEDULE S1 LED -3000K EXTERIOR SCONCE 1 18 1 120 1 KICHLER LANTERN OR EQUAL 1,3 1. VERIFY EXACT FIXTURE'S CATALOG NUMBER, FINISH, LAMP(S), LENGTHS AND OPTIONS WITH TENANT/ARCHITECT PRIOR TO ORDERING. 2. CONTRACTOR TO VERIFY COMPATIBLE DIMMER TYPE AND MANUFACTURER FROM LUMINAIRE CUT SHEET vm-w K K Lo GROUP BOX 914 GOLDEN,CO. 80402 Phone: 720-399-2410 KG@KLOKGROUP.COM Cn 0 0 U U W C/ Cn Q W Cn 0 CV Cn DRAWN BY: MW CHECKED BY: LR REVISIONS: No. Description Date 0 0 0 0 0 ISSUE RECORD: No. Description Date 1 PERMIT 0810612021 SHEET CONTENTS: LIGHTING FLOOR PLANS o�o�p,�0 ���F�s V :'F R:Os&, O. ''•. O 4221s ' o'• NA 08/06/2021 DATE: 07-08-2021 DRAWING NO.: E2.1 Generated by REScheck-Web Software Compliance Certificate Project Workshop - 3203 Hillside Dr (Lot #3) 181ECC Energy Code: 2018 IECC 0.0 Location: Wheat Ridge, Colorado 52 Construction Type: Single-family 23.0 Project Type: New Construction 0.060 Conditioned Floor Area: 4,504 ft2 24 Glazing Area 21% 0.270 Climate Zone: 5 (6158 HDD) 7 Permit Date: Permit Number: 0.300 77 Construction Site: Owner/Agent: Designer/Contractor: 3203 Hillside Dr Brad Weiman Colleen Fitz -Gerald (Lot #3) Workshop Denver Green Your Home LLC Wheatridge, CO 80033 4373 Jason Street Denver, CO 80249 0.300 Denver, CO 80211 (720) 628-7290 2,451 23.0 GreenYourHomeDenver@gmail.com Compliance: Passes using UA trade-off Compliance: 1.7% Better Than Code Maximum UA: 718 Your UA: 706 0.060 The % Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum -code home. 24 Envelope Assemblies Flat Roof: Flat Ceiling or Scissor Truss 1st Floor AGWs: Wood Frame, 16" o.c. Entry: Glass Door (over 50% glazing) Evolve Bifolds: Glass Door (over 50% glazing) Mud: Glass Door (over 50% glazing) All Windows: Vinyl Frame 2nd Floor AGWs: Wood Frame, 16" o.c. MBR: Glass Door (over 50% glazing) All Windows: Vinyl Frame Third Floor AGWs: Wood Frame, 16" o.c. All Windows: Vinyl Frame Basement: Wood Frame Wall height: 11.0' Depth below grade: 10.0' Insulation depth: 11.0' Windows: Vinyl Frame �o \N heat,,, U �/ i9cv O 6��ang D�\y\c 2,001 49.0 0.0 0.026 0.026 52 52 2,411 23.0 0.0 0.055 0.060 101 111 24 0.270 0.300 6 7 207 0.370 0.300 77 62 24 0.270 0.300 6 7 314 0.300 0.300 94 94 2,451 23.0 0.0 0.055 0.060 112 122 24 0.270 0.300 6 7 386 0.300 0.300 116 116 347 23.0 0.0 0.055 0.060 14 16 88 0.300 0.300 26 26 1,502 13.0 0.0 0.050 0.050 74 74 32 0.300 0.300 10 10 Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 1 of10 Crawl: Solid Concrete or Masonry Wall height: 5.0' 518 0.0 19.0 0.045 0.055 12 14 Depth below grade: 4.5' Insulation depth: 5.0' Compliance Statement. The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2018 IECC requirements in REScheck Version : REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Colleen Fitz -Gerald Name - Title Project Notes: Volume: 52857 Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 2 of 10 REScheck Software Version : REScheck-Web Inspection Checklist Energy Code: 2018 IECC t W heel po U m O c GiiQr.Rg D�y� Requirements: 100.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Pre-Inspection/Plan Review Plans Verified Value Field Verified Value Complies? Comments/Assumptions & Req.ID 103.1, ;Construction drawings and ❑Complies ;Requirement will be met. 103.2 documentation demonstrate ❑Does Not [PR1]1 ;energy code compliance for the ❑Not Observable 0 ;building envelope. Thermal envelope represented on ❑Not Applicable construction documents. 103.1, 'Construction drawings and ❑Complies ;Requirement will be met. 103.2, documentation demonstrate ❑Does Not 403.7 ;energy code compliance for ❑Not Observable [PR311 ;lighting and mechanical systems. ; ❑Not Applicable Systems serving multiple ;dwelling units must demonstrate ; ;compliance with the IECC ; Commercial Provisions. 302.1, ;Heating and cooling equipment is: Heating: Heating: ;❑Complies ;Requirement will be met. 40sized per ACCA Manual S based Btu/hr Btu/hr :❑Does Not [P on loads calculated er ACCA p Cooling: Cooling: :Not Observable ❑ j Manual J or other methods approved by the code official. Btu/hr Btu/hr ;❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 1 2 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 3 of10 . `N hear ti :, ry Section # Foundation Inspection Value Value Plans Verified Field Verified Complies? B ° Comments/Assumptions'" & Req.ID 402.1.1 ',Conditioned basement wall R- R -__❑Complies See the Envelope Assemblies [F04]1 !insulation R -value. Where interior I R_ R_ I❑ Does Not table for values. to 1�� insulation is used, verification i',❑Not Observable', may need to occur during Insulation Inspection. Not �❑Not Applicable !required in warm -humid locations! � in Climate Zone B. 303.2 ',Conditioned basement wall❑Complies ',Requirement will be met. [F05]1 !insulation installed per❑Does Not 0 �!manufacturer's instructions. ❑Not Observable ❑Not Applicable 402.2.9 ',Conditioned basement wall _ft ft ❑Complies See the Envelope Assemblies [F06]1 !insulation depth of burial or❑Does Not ',table for values. !distance from top of wall. ❑Not Observable ❑Not Applicable 402.2.11 Unvented crawl space wall R- R -__❑Complies ',See the Envelope Assemblies [F07]1 !insulation R-value.R_ R_❑Does Not ',table for values. ❑Not Observable ❑Not Applicable 303.2 Unvented crawl space wall❑Complies Requirement will be met. [F08]1 !insulation installed per❑Does Not ���manufacturer's instructions.❑Not Observable ❑Not Applicable 402.2.11 ',Unvented crawl space continuous❑Complies Requirement will be met. [F09]1 !vapor retarder installed over❑Does Not ��, ���exposed earth, joints overlapped by 6 in. and sealed, extending at ,❑Not Observable �',❑Not Applicable least 6 in. up and attached to the wall. 402.2.11 Unvented crawl space wall i in. in.❑Complies ',See the Envelope Assemblies [FO10]1 !insulation depth of burial or❑Does Not ',table for values. !distance from top of wall.❑Not Observable ❑Not Applicable 303.2.1 ',A protective covering is installed ',Exception: Requirement is [FO11]2 Ito protect exposed exterior ❑Does Not !not applicable. 1�, insulation and extends a �',❑Not Observable �', minimum of 6 in. below grade. ❑Not Applicable 403.9 ',Snow -and ice -melting system❑Complies ',Exception: Requirement is [F012]2 !controls installed.❑Does Not !not applicable. ❑Not Observable �1 ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 4 of 10 c DMa� W hear ti # & Req.ID Plans Verified Framing /Rough -In Inspection Value Field Verified Complies? Value ` Comments/Assumptionss' " 402.1.1, ',Glazing U-factor(area-weighted U- U -__❑Complies See the Envelope Assemblies 402.3.1, !average). ',i �',❑Does Not table for values. 402.3.3, I', Ducts, air handlers and filter Observable 1boxes are sealed with 402.5❑Not [FR2 ]' !,joints/seams compliant with �❑Not Applicable International Mechanical Code or International Residential Code, as �japplicable. 303.1.3 U -factors of fenestration products❑Complies [FR15]3 Requirement will be met. [FR4]1 fare determined in accordance❑Does Not I !with the NFRC test procedure or ',taken from the default table. ,❑Not Observable �❑Not Applicable 402.4.1.1 ',Air barrier and thermal barrier [FR23]1 !installed per manufacturer's instructions. 402.4.3 1 Fenestration that is not site built [FR20]1 lis listed and labeled as meeting !�AAMA/WDMA/CSA 101/I.S.2/A440 ',or has infiltration rates per NFRC 1400 that do not exceed code 11 limits. 402.4.5 ',IC -rated recessed lighting fixtures [FR16]2 !sealed at housing/interior finish eland labeled to indicate <2.0 cfm leakage at 75 Pa. 403.3.1 ',Supply and return ducts in attics [FR12]1 !insulated >= R-8 where duct is 403.3.7 ',Ducts declared to be within the [FR28]3 !conditioned space are either 1) J completely within the continuous air barrier and within the building thermal envelope, 2) buried within ceiling insulation in accordance with Section R403.3.6 and the air handler is located completely within the continuous air barrier and within the building thermal envelope and the duct leakage is <= 1.5 cfm / 100 square feet of conditioned floor area served by the duct system, or 3) the ceiling insulation R -value installed against and above the insulated duct >= to the proposed ceiling insulation R -value, less the R - !value of the insulation on the Requirement will be met. Does Not Not Observable Not Applicable Requirement will be met. Does Not Not Observable Not Applicable Complies ',Requirement will be met. Does Not Not Observable Not Applicable Complies ',Exception: Ducts located Does Not !completely inside the Not Observable I building envelope. Not Applicable 11 Does Not Not Observable Not Applicable Does Not Not Observable Not Applicable Does Not Not Observable Not Applicable Requirement will be met. Requirement will be met. Requirement will be met. 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 5 of 10 >= 3 inches in diameter and >_ �'I R-6 where < 3 inches. Supply and 1 return ducts in other portions of !the building insulated >= R-6 for !diameter >= 3 inches and R-4.2 ,for < 3 inches in diameter. 403.3.2 I', Ducts, air handlers and filter [FR13]1 1boxes are sealed with !,joints/seams compliant with International Mechanical Code or International Residential Code, as �japplicable. 403.3.5 Building cavities are not used as [FR15]3 !ducts or plenums. 403.3.7 ',Ducts declared to be within the [FR28]3 !conditioned space are either 1) J completely within the continuous air barrier and within the building thermal envelope, 2) buried within ceiling insulation in accordance with Section R403.3.6 and the air handler is located completely within the continuous air barrier and within the building thermal envelope and the duct leakage is <= 1.5 cfm / 100 square feet of conditioned floor area served by the duct system, or 3) the ceiling insulation R -value installed against and above the insulated duct >= to the proposed ceiling insulation R -value, less the R - !value of the insulation on the Requirement will be met. Does Not Not Observable Not Applicable Requirement will be met. Does Not Not Observable Not Applicable Complies ',Requirement will be met. Does Not Not Observable Not Applicable Complies ',Exception: Ducts located Does Not !completely inside the Not Observable I building envelope. Not Applicable 11 Does Not Not Observable Not Applicable Does Not Not Observable Not Applicable Does Not Not Observable Not Applicable Requirement will be met. Requirement will be met. Requirement will be met. 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 5 of 10 . `N hear ti :, ry Section # Plans Verified Framing / Rough -In Inspection Value Field Verified Value Complies? B °s'" Comments/Assumptions & Reci.ID 403.4 ',HVAC piping conveying fluids R- R -__❑Complies ',Exception: Requirement is [FR17]2 !above 105 OF or chilled fluids I❑Does Not !not applicable. !below 55 OF are insulated to >_R- J 3❑Not Observable ❑Not Applicable 403.4.1 ',Protection of insulation on HVAC❑Complies ',Requirement will be met. [FR2411 1�piping. ,❑Does Not MIE]Not ',❑Not Observable Applicable 403.5.3 Hot water pipes are insulated to R- R -__❑Complies Exception: Requirement is [FR18]2>_R-3.❑Does Not !not applicable. ❑Not Observable ❑Not Applicable 40 Automatic or gravity dampers are❑Complies ',Requirement will be met. [FIR installed on all outdoor air ❑Does Not �lintakes and exhausts. �1 ❑Not Observable ❑Not Applicable 11 1 Additional Comments/Assumptions: 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 6 of 10 . `N hear ti :, ry Section # Insulation Inspection Plans Verified Value Field Verified Value Complies? m °�o, Comments/Assumptions" & Req.ID 303.1 ',All installed insulation is labeled❑Complies ',Requirement will be met. [IN13]2 for the installed R-values❑Does Not I I provided. il,E]Not �1 Vl ❑Not Observable IL Applicable 11 402.1.1, Wall insulation R -value. If this is a', R- R-__ ElComplies ',See the Envelope Assemblies 402.2.5, !mass wall with at least'/ of the I ❑ Wood �', ❑ Wood❑Does Not ',table for values. 402.2.6 !wall insulation on the wall 1 E] mass ❑ Mass i',❑Not Observable [IN3]1 ',exterior, the exterior insulation !requirement applies (FR10). �', ❑Steel E] Steel ��,❑Not Applicable 303.2 Wall insulation is installed per❑Complies Requirement will be met. [IN4]1 !manufacturer's instructions.❑Does Not i�, �', �',❑Not Observable �', ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 7 of 10 . `N hear ti :, ry Section # Final Inspection Provisions Plans Verified Field Verified Value Value Complies? B °s' Comments/Assumptions" & Req.ID 402.1.1, ',Ceiling insulation R -value. R- R -__❑Complies See the Envelope Assemblies 402.2.1, ��, ❑ Wood ��, ❑ Wood❑Does Not table for values. 402'2'2, ❑ Steel ��� ❑ Steel Observable 402.2.6 [FI1]1 �', ,❑Not �',❑Not Applicable 303.1.1.1, (Ceiling insulation installeladjacent ❑Complies ',Requirement will be met. 303.2 manufacturer's instructions. Not [FI2]1 !Blown insulation marked ',300 ftp. Observable i ��,❑Not Applicable 402.2.3 ,Vented attics with air permeable Exception: Requirement is [F122 ]2 !insulation include baffle ❑Does Not !not applicable. ��!to soffit and eave vents ',extends over insulation.❑Not Observable ❑Not Applicable 402.2.4 ',Attic access hatch and door R- R -❑Complies Requirement will be met. [FIB]' !insulation >_R -value of the❑Does Not !adjacent assembly. ��, ��, i',❑Not �'I Observable ❑Not Applicable 402.4.1.2 I Blower door test @ 50 Pa. <=5 ACH 50 = ACH 50 =❑Complies Requirement will be met. [FI17]1 tach in Climate Zones 1-2, and❑Does Not <=3 ach in Climate Zones 3-8.❑Not Observable ❑Not Applicable 403.3.3 Ducts are pressure tested to cfm/100 cfm/100❑Complies Exception: All ducts and air [FI27]1 (determine air leakage with ftp ft2❑Does Not !handlers are located within !either: Rough -in test: Total i i',❑Not !conditioned space. ',leakage measured with a Observable �',❑Not Applicable I pressure differential of 0.1 inch l,w.g. across the system including ',the manufacturer's air handler lenclosure if installed at time of !test. Postconstruction test: Total ',leakage measured with a !pressure differential of 0.1 inch lw.g. across the entire system !including the manufacturer's air handler enclosure. 403.3.4 1 Duct tightness test result of <=4 1 cfm/100 1 cfm/100❑Complies I Exception: All ducts and air [FI4]1 (cfm/100 ft2 across the system or I ft2 I ft2❑Does Not !handlers are located within , <=3 cfm/100 ft2 without air �',❑Not Observable !conditioned space. handler @ 25 Pa. For rough -in tests, verification may need to �',❑Not Applicable �!occur during Framing Inspection. i i i i 403.3.2.1 ',Air handler leakage designated❑Complies Requirement will be met. [FI24]1 !by manufacturer at <=2% of Not airflow. ,❑Does �',❑Not ,design Observable ,❑Not Applicable 403.1.1 Programmable thermostats❑Complies ',Requirement will be met. [Flg]2 installed for control of primary❑Does Not �, heating and cooling systems and❑Not �', initially set by manufacturer to Observable Applicable code specifications. ,❑Not 403.1.2 Heat pump thermostat installed❑Complies Exception: Requirement is [F 110]2 Ion heat pumps.❑Does Not i',❑Not !not applicable. Observable �'I ❑Not Applicable 11 403.5. Circulating service hot water❑Complies Exception: Requirement is [FI systems have automatic or ❑Does Not I not applicable. accessible manual controls.❑Not Observable ❑Not Applicable 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 8 of 10 c DMa� W hear ti # Plans Verified Final Inspection Provisions Value Field Verified Value Complies? `%i Comments/Assumptions" & Req.ID 403.6.1 ',All mechanical ventilation system',❑Complies ',Requirement will be met. [F125 ]2 !fans not part of tested and listed Not HVAC equipment meet efficacy❑Not �❑Does �', and airflow limits per Table Observable �',❑Not Applicable R403.6.1. Hot water boilers supplying heat❑Complies Exception: Requirement is through one- or two -pipe heating❑Does Not Inot applicable. Itemperature systems have outdoor setback,❑Not Observable control to lower boiler water �',❑Not Applicable based on outdoor temperature. 403.5.1.1 !Heated water circulation systems❑Complies Exception: Requirement is [FI2 have a circulation pump. The❑Does Not I not applicable. system return pipe is a dedicated Observable return pipe ora cold water supply ,❑Not �❑Not Applicable pipe. Gravity and thermos- syphon circulation systems are not present. Controls for circulating hot water system pumps start the pump with signal for hot water demand within the occupancy. Controls automatically turn off the pump when water is in circulation loop is at set -point temperature and no demand for hot water exists. 403.5.1.2 Electric heat trace systems❑Complies Exception: Requirement is [F12 9]2 !comply with IEEE 515.1 or UL Not !not applicable. 1�515. Controls automatically �❑Does Observable ',adjust the energy input to the I heat tracing to maintain the �',❑Not Applicable !desired water temperature in the piping. 403 Demand recirculation water❑Complies Exception: Requirement is [FI systems have controls that❑Does Not !not applicable. manage operation of the pump Observable and limit the temperature of the ,❑Not �',❑Not Applicable water entering the cold water piping to <= 1040F. 403.5.4 Drain water heat recovery units❑Complies Exception: Requirement is [F113 tested in accordance with CSA❑Does Not not applicable. B55.1. Potable water -side Observable �', pressure loss of drain water heat ,❑Not �',❑Not Applicable recovery units < 3 psi for individual units connected to one or two showers. Potable water- side pressure loss of drain water heat recovery units < 2 psi for individual units connected to three or more showers. 404.1 ',90% or more of permanent❑Complies Requirement will be met. [FI6]1 !fixtures have high efficacy lamps.❑Does Not i, ❑Not Observable ❑Not Applicable 404.1.1 Fuel gas lighting systems have❑Complies Exception: Requirement is [FI23]3 I no continuous pilot light.❑Does Not !not applicable. �',❑Not Observable ❑Not Applicable 401.3 ',Compliance certificate posted.❑Complies ',Requirement will be met. [F17]2 Not ❑Not Observable �1 ❑Not Applicable 11 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 9 of 10 # Final Inspection Provisions & Req.ID 303.3 ',Manufacturer manuals for [1`118 ]3 !mechanical and water heating !,systems have been provided. Additional Comments/Assumptions: Plans Verified Field Verified Complies? Value Value Does Not Not Observable Not ADDlicable oti W hear ti Requirement will be met. 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Workshop - 3203 Hillside Dr (Lot #3) 181ECC Report date: 07/23/21 Data filename: Page 10 of 10 W heat a 2018 IECC Energy Efficiency Certificate Above -Grade Wall 23.00 Below -Grade Wall 13.00 Floor 0.00 Ceiling / Roof 49.00 Ductwork (unconditioned spaces): Window 0.30 Door 0.37 Heating System: Cooling System:_ Water Heater: Name: Date: Comments From: no-reolv(alci.wheatridae.co. us To: CommDev Perm is Subject: Online Form Submittal: New Residential Construction Date: Tuesday, August 10, 20218:40:25 AM New Residential Construction THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Property Address 3203 Hillside Drive Property Owner Name Hill Top Estates LLC Property Owner Phone 3039495945 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email brad@workshop-colorado.com Address Attach City of Wheat ElectronicPavmentForm 3203HillsideDr 07-08-2021.odf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" APPLICANT INFORMATION Applicant Name Wymac Enterprises IncNVork Shop Colorado What is your role in the General Contractor project? Wheat Ridge 180180 Contractor's License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contact Phone Number 405-880-1041 (enter WITH dashes, eg 303-123-4567) Contact Email Address kelseyk@workshop-colorado.com for Plan Review Comments Retype Contact Email kelseyk@workshop-colorado.com Address DESCRIPTION OF WORK Detailed Scope of New single family home with attached garage Work - Example: New single family home with 2 car attached garage Square Footage of 41877 New Construction Upload Proof of Submission to Water Department Upload Proof of Submission to Sanitation Department ProofofSanitation 3203HillsideDr 07-08-21.ndf Upload Soils Report SoilsRenort 3203HillsideDr 07-07-21.ndf Engineering Letters FnergyReport 3203HiIlsideDr 07-23-21 Ddf and Other Letter Size Attachments Energy Calcs Manuals 3203HillsideDr 08-09-21.ndf Construction Plans PlansPacket 3203HillsideDr 08-10-21 Ddf scanned on 11'x17" or larger Project Value (contract 502524.00 Valuation adjusted to 512,825.74 value or cost of ALL 4187.7 sq ft x 122.46 (R-3) materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. Person Applying for Kelsey Kistler Permit I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Email not displaying correctly? View it in your browser. From: no-reolv(alci.wheatridae.co. us To: CommDev Perm is Subject: Online Form Submittal: New Residential Construction Date: Tuesday, August 10, 20218:40:25 AM New Residential Construction THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Property Address 3203 Hillside Drive Property Owner Name Hill Top Estates LLC Property Owner Phone 3039495945 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email brad@workshop-colorado.com Address Attach City of Wheat ElectronicPavmentForm 3203HillsideDr 07-08-2021.odf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" APPLICANT INFORMATION Applicant Name Wymac Enterprises IncNVork Shop Colorado What is your role in the General Contractor project? Wheat Ridge 180180 Contractor's License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contact Phone Number 405-880-1041 (enter WITH dashes, eg 303-123-4567) Contact Email Address kelseyk@workshop-colorado.com for Plan Review Comments Retype Contact Email kelseyk@workshop-colorado.com Address DESCRIPTION OF WORK Detailed Scope of New single family home with attached garage Work - Example: New single family home with 2 car attached garage Square Footage of 41877 New Construction Upload Proof of Submission to Water Department Upload Proof of Submission to Sanitation Department ProofofSanitation 3203HillsideDr 07-08-21.ndf Upload Soils Report SoilsRenort 3203HillsideDr 07-07-21.ndf Engineering Letters FnergyReport 3203HiIlsideDr 07-23-21 Ddf and Other Letter Size Attachments Energy Calcs Manuals 3203HillsideDr 08-09-21.ndf Construction Plans PlansPacket 3203HillsideDr 08-10-21 Ddf scanned on 11'x17" or larger Project Value (contract 502524.00 Valuation adjusted to 512,825.74 value or cost of ALL 4187.7 sq ft x 122.46 (R-3) materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. Person Applying for Kelsey Kistler Permit I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Email not displaying correctly? View it in your browser. ♦SII City Of �7�Iheatdge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500W.29th Ave. Wheat Ridge,CO 80033-8001 P: 303.235.2846 F: 303.235.2857 February 3, 2021 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: NEW ADDRESS: 10251 and 10317 West 32" Avenue 3200 3203 3215 3224 3227 3239 3248 3263 3272 3275 3287 and 3296 Hillside Drive CURRENT ADDRESS: Vacant Land • Tract/Key: 50, Section: 28, Parcel #: 39-281-00-022 • Tract/Key: 59, Section: 28, Parcel #: 39-281-00-026 • Tract/Key: 36, Section: 28, Parcel #: 39-281-00-027 NOTES: This is acourtesv notification. AUTHORIZED DISTRIBUTION: DA 1. Property Owner 2. Addressingpjeffco.us Jefferson County Assessor: Data Control, Lacey Baker, Jefferson County Elections: Holly Roth; Jeffco IT Services (Mapping): Steve Mitchel 3. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 5. Email to arlene.a.vickrev(a_�usps.eov; mariamr.szasz&usps.goy; carmen.e.euarezffuepe.gov; theresa.a.krafI&j sps.eov, Jennifer.m.sanchez&usps.eov 6. Xcel Energy, jacob.van.laere&xcelenergv.com 7. Century Link, Aaron.KellerpCenturvlink.COm 8. Comcast, scott moore&cable.comcmt.com 9. Consolidated Mutual Water Company: engineerinp&cmwc.net 10. Westridge Sanitation District kdahhiZdwestrideesan.comcmtbiz.net 11. Fire Dep[s: plameview&westmetrofire.org 12. Wheat Ridge Planning Division 13. Wheat Ridge Building Division 14. GIS Specialist 15. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DATE: www.ci.wheatridge.co.us Vicinity Map Hill.Hill 263^s = / i /3248 `3M Hills de Dr may$ 3, 239 Hillside Or �3u A/l rflr Hillsd 4' g�Jy 32l -3215tijHeD �Jef ,$V, D� W. 32nd.Ave A