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5362 Pierson Court
GENERAL NOTES 1. THESE DRAWINGS ARE "BUILDERS PLANS" INDICATING GENERAL DESIGN INTENT ONLY. IT IS THE BUILDER'S RESPONSIBILITY TO PROVIDE ANY ADDITIONAL CONSTRUCTION DETAILS REQUIRED ANDTO DICTATE METHODS OF CONSTRUCTION. THE BUILDER SHALL VERIFY ALL DIMENSIONS OF MANUFACTURED COMPONENTS AND RELATIONSHIPS BETWEEN MATERIALS OR COMPONENTS. THE BUILDER SHALL VERIFY EXISTING CONDITIONS AND DIMENSIONS SHOWN ON THE DRAWINGS INCLUDING ALL EXISTING GRADES AT THE SITE. 2. THIS IS A CUSTOM DESIGN, THESE PLANS MAY NOT BE USED ON ANY OTHER SITE WITHOUT THE ENGINEER'S PRIOR, WRITTEN APPROVAL. 3. ANY CHANGES TO THESE PLANS WITHOUT PRIOR WRITTEN CONSENT BY THE ENGINEER SHALL CONSTITUTE ACCEPTANCE OF RESPONSIBILITY BY THE BUILDER AND OWNER OF THAT CHANGE. 4. THE BUILDER/CONTRACTOR AND ALL SUBCONTRACTORS SHALL CONFORM TO ALL APPLICABLE BUILDING CODES. 5. UTILIZE DETAILS AS APPLICABLE. 6. DISCHARGE ROOF DOWNSPOUTS AND ALL OTHER WATER COLLECTION SYSTEMS WELL BEYOND THE LIMITS OF THE BACKFILL, A MINIMUM OF 5 FEET. 7. FRAMER RESPONSIBLE FOR BACKOUT FRAMING REQUIRED AT PLUMBING AND HEATING RUNS & CHASES. DESIGN PARAMETERS DESIGN CODES: 1. IRC 2018 2. ASCE7 3. AISC STEEL CONSTRUCTION MANUAL 4. ACI BUILDING CODE 318 DESIGN LOADS WITH LOCAL AMENDMENTS: 1. SEISMIC LOADS 1.1. IMPORTANCE FACTOR: 1.0 1.2. SITE CLASS: D 1.3. Ss: 0.192 g Sr: 0.06 g 1.4. SpA: 0.204 Sp r: 0.096 1.5. DESIGN CATEGORY: B 1.6. STRUCTURAL TYPE: LIGHT FRAMED WALLS WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE 1.7. RESPONSE MOD FACTOR (R): 6.5 1.8. SYSTEM OVER STRENGTH FACTOR (OMEGA Q): 2.5 1.9. DEFLECTION AMPLIFICATION FACTOR (Cd): 4 2. WIND LOADS 2.1. BASIC WIND SPEED 135 MPH (ULTIMATE) 2.2. RISK CATEGORY II 2.3. WIND EXPOSURE C. 2.4. INTERNAL PRESSURE COEFFICIENT +/- 0.18 (ENCLOSED) 3. ROOFLOADS 3.1. ROOF DEAD LOAD: 15 PSF; TOP CHORD = 7.5 PSF & BOTTOM CHORD = 7.5 PSF 3.2. ROOF SNOW LOAD: Pf 30 PSF 3.3. DRIFTING, SLIDING, AND UNBALANCE SNOW CALCULATED IN ACCORDANCE WITH IBC CHAPTER 16 4. LIVE LOAD 4.1. FLOOR: 40 PSF 4.2. DECK: 40 PSF 5. GROUND SNOW 30 PSF 6. FLOORS AND INTERIOR STAIRS DEAD LOAD: 15 PSF 7. EXTERIOR DECKS DEAD LOAD: 10 PSF LIVE LOAD: 40 PSF SNOW LOAD: 30 PSF 8. WEATHERING: SEVERE 9. FROST DEPTH: 36 INCHES 10. TERMITE INFESTATION: SLIGHT TO MODERATE 11. DECAY: NONE TO SLIGHT STRUCTURALSTEEL: 1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MINIMUM YIELD STRENGTH AND ASTM SPECIFICATIONS: FACE MOUNT HANGER SPECIFICATIONS Fy ASTM A. WIDE FLANGE SHAPED STRUCTURAL STEEL 50 KSI A-992 B. M -,S, AND HP -SHAPED STRUCTURAL STEEL 36 KSI A-36 C. STRUCTURAL STEEL CHANNELS AND ANGLES 36 KSI A-36 D. STRUCTURAL STEEL PLATES AND BARS 36 KSI A-36 E. SQUARE AND RECTANGULAR HSS 46 KSI A-500 GRADE B F. ROUND HSS 42 KSI A-500 GRADE B G. STEEL PIPE 35 KSI A-53 GRADE B 2. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION AND CODE OF STANDARD PRACTICE LATEST EDITIONS. GLTV559 3. ALL FIELD CONNECTIONS SHALL BE MADE WITH ae.. DIAMETER ASTM A307 BOLTS - ENO 4. 3" INTERIOR DIAMETER - SCHEDULE 40 ADJUSTABLE PIPE COLUMNS SHALL BE RATED AT 33.4 KIPS MINIMUM. 5. MINIMUM WELD SIZE TO BE 3/16" U.N.O. RAI 81/1188 LOOSE LINTELS: 1. UNLESS NOTED OTHERWISE, PROVIDE LOOSE LINTELS AS FOLLOWS: (ONE ANGLE FOR EACH 4" OF WALL THICKNESS TO BEAR 6" MIN. EACH END). OPENINGS T04'-0": ANGLE 3 -1/2X3 -1/2X1/4; OPENINGS 5'-5" TO 6'-6": ANGLE 6 X 3-1/2 X 5/16 LLV. EPDXY 1. ALL EPDXY SPECIFIED IN THESE PLANS SHALL BE ONE OF: A. SIMPSON SET -XP ICC -ES ESR -2508, MIN. BASE TEMPERATURE 50 DEG F. B. HILTI HIT-HY 200 ICC -ES ESR 3187, MIN. BASE TEMPERATURE 14 DEG F. METAL CONNECTORS: 1. METAL CONNECTORS SPECIFIED'SIMPSON' ON PLANS ARE MANUFACTURED BY SIMPSON STRONG -TIE, INC. METAL CONNECTORS SPECIFIED 'USP' ON PLANS ARE MANUFACTURED BY UNITED STEEL PRODUCTS. SUBSTITUTIONS BY OTHER MANUFACTURERS ALLOWED PROVIDED STRENGTH OF SPECIFIED CONNECTORS IS MET OR EXCEEDED. NAILING/INSTALLATION OF CONNECTORS TO BE PER MANUFACTURER'S RECOMMENDATIONS. 2. PROVIDE HURRICANE ANCHORS (SIMPSON H2.5/H2.SA/H2.ST OR USP RT7 HURRICANE CLIPS AT EACH TRUSSIRAFTER AND ADD'L SIMPSON H7Z OR USP RT20 AT ALL GIRDER TRUSSES, TYP. U.N.0). PROVIDE REQUIRED BLOCKING AT ALL TRUSS / RAFTER BEARING. TRUSS DESIGNER TO PROVIDE ADDITIONAL HOLDOWNS FOR UPLIFT LOADS EXCEEDING H2.5 AND H7Z. 3. PROVIDE ICC APPROVED JOIST HANGERS AT ALL "FLUSH FRAME" CONDITIONS AND AS DEPICTED ON FRAMING PLANS. PROVIDE ANY OTHER POST BASES, MULTIPLE JOIST HANGERS, AND BEAM CONNECTORS AS REQUIRED. INSTALL WITH NUMBER AND TYPE OF NAILS RECOMMENDED BY MANUFACTURER. REFER HANGER SCHEDULE. HANGER SCHEDULE (UNLESS OTHERWISE NOTED) MEMBER FACE MOUNT HANGER TOP FLANGE HANGER SIMPSON USP SIMPSON USP (1)13/4"x91/2"EPA HUS1.81/10 HUS179 WP9 PHM1795 (2)13/4"x91/2"EPA HHUS410 THD410 HB356/95 PHX3595 (3)13/4"x91/2"EPA ITGUS550/10 THDH610 GLTV559 PHXU5295 (1)13/4"x117/8"EPA HUS1.81/10 HUS179 RAI 81/1188 PHXU17118 (2)13/4"x117/8"EPA HHUS410 THD410 HB356/1188 PHX35118 (3)13/4"x117/8"EPA HGUS550/12 THDH612 GLTV537/11 .875 PHXU52118 31/2"x14"FILE TRUSS HU414 HD414 HU414-TF HD0414 (1)BCI 600018 1USE .37/1188 1HFL23112 ILS2.37/1188 TFL23118 (2)BCI 600018 MIU475111 16d @ 8"1 MIT3511.88-2 L=AS SHOWN PER PLAN (1) ADS OR (1) 2x10 LUS28 JUS28 16" 16" 1T 2-10 HU2102OR HUC2102 HD2102OR HD21021F ---- ----- NOTES 1)ALL HANGERS AT (1) PLY BEAMS ARE APPROVED TO USE EDU I VALENT 11/2"NAIL 2) PROVIDE HDG OR STAINLESS STEEL CONNECTORS AS RED'D FOR TREATED WOOD MEMBERS AS RED'D PER CODE CONCRETE: 1. SEE FOUNDATION WALL REINFORCING SCHEDULE FOR VERTICAL AND HORIZONTAL REINFORCING REQUIREMENTS. STEEL REINFORCING BARS SHALL BE GRADE 60 DEFORMED BARS. #5 GRADE 40 STEEL MAY BE SUBSTITUTED FOR #4 GRADE 60 STEEL. BEND OR LAP ALL BARS 48 BAR DIAMETERS WITH A MINIMUM OF 24" AROUND CORNERS. PROVIDE (2) #4S AROUND ALL OPENINGS WITH (2) #4 X 4' AT ALL CORNERS. ANCHOR BOLTS SHALL BE A MINIMUM 1/2" DIAMETER WITH MIN. 8" EMBEDMENT @ 3'1 ON CENTER FOR ALL BASEMENT WALLS AND 4'1 ON CENTER FOR ALL CRAWLSPACE AND GARAGE WALLS, MAXIMUM SPACING W/ MINIMUM OF (2) BOLTS PER PLATE. 2. CONCRETE WALLS SHALL BE 3500 PSI COMPRESSIVE STRENGTH AT 28 DAYS. CONCRETE SHALL HAVE A WATER TO CEMENT RATIO OF 0.50 OR LESS. CEMENT TYPE SHALL BE TYPE I OR TYPE II MODIFIED. SLUMP: 4"+/- 1", OR UP TO 8" MAX IF PLASTICIZER IS USED AIR CONTENT: 6% +/- 1 3. REFER TO ACI 318 FOR ADDITIONAL INFORMATION. 4. DO NOT PLACE BACKFILL AGAINST FOUNDATION UNTIL CONCRETE HAS CURED AND FOUNDATION ADEQUATELY SHORED. BACKFILL TO REQUIRED GRADE ELEVATION AND SLOPE AWAY FROM BUILDING. 5. ALL CONCRETE SLABS SHALL BE 4" THICK WITH 4000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. PROVIDE SCORES OR SAWCUTS IN ALL SLABS @ 12'-0" O.C. MAX.. WHERE POSSIBLE, ALIGN SAW CUT WITH COLUMN CENTERLINES AND RE-ENTRANT CORNERS. 6. CONCRETE PROTECTION FOR REINFORCEMENT (UNO) CONCRETE POURED AGAINST EARTH 3" CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH AND WEATHER: #5 BARS OR SMALLER 1 1/2" BARS LARGER THAN #5 2" SLABS 3/4" FOUNDATION WALL REINFORCING SCHEDULE WALL HEIGHT VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT 0'-0" TO 3'1 #4'S @ 48" O.C. (2) #5'S TOP AND BOTTOM UP TO 4'1 #4'S @ 24" O.C. (2) #5'S TOP AND BOTTOM UP TO 6'1 #4'S @ 24" O.C. (2) #5'S TOP AND BOTTOM UP TO 8'1 #4'S @ 24" O.C. (2) #5'S TOP AND BOTTOM AND (1) #5 @ 24" O.C. UP TO 9'-0" #4'S @ 18" O.C. (2) #5'S TOP AND BOTTOM AND (1) #5 @ 24" O.C. UP T010'-0" #5'S@16"O.C. (2)#5'S TOP AND BOTTOM AND (1) #5 @ 12" O.C. UPTO12-1 #5'S@12"O.C. (2)#5'S TOP AND BOTTOM AND (1)#5@12"O.C. 1. WALLS WITH BACKFILL ON EACH SIDE, SUCH AS DEEP GARAGE WALLS, ONLY REQUIRE REINFORCEMENT AS PER THE SCHEDULE ABOVE FOR WALLS UP TO 4'-0" IN HEIGHT. 2. BUILDER MAY ELECT TO EXTEND PATIO, GARAGE AND CRAWLSPACE FOOTING AND WALLS TO BASEMENT DEPTH USING SAME SIZE FOOTING. FOOTING FOUNDATION NOTES 1. FOUNDATIONS, WALLS AND FOOTINGS ARE DESIGNED BASED ON SOILS REPORT NUMBER: DN49,619-120-R1 REPORT PROVIDED BY: CTLTHOMPSON DATED: AUGUST 12 2020 MAXIMUM BEARING CAPACITY OF 3000 PSF MINIMUM DEAD LOAD BEARING CAPACITY OF 1000 PSF 2. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY UNANTICIPATED SOILS CONDITIONS. 3. PLACE 4" TALL x 8" WIDE VOID FORM ACROSS FULL WIDTH OF FOOTING EVERY 12 FEET AND CENTERED BELOW WINDOWS AT ALL EXTERIOR BASEMENT WALLS WHEN USING INTERIOR DRAINS. SQUARE FOOTING STEEL AND THICKNESS SCHEDULE FOOTING WIDTH/LENGTH # OF #4 REBAR EACH WAY THICKNESS OF FOOTING UP TO 24" 2 NONE NONE 8" 30" 2 8" 8" 36" 3 24" 10" 42" 3 3 @ 18"o.c. 10" 48" 4 10" 2" 54" 4 32" 12" 60" 5 4 @ 12"o.c. 14" 66" 1 5 12" 14" 72" 1 6 12" - 16" IF SPECIFIC FOOTING WIDTH NOT SHOWN, SUPPLY DEPTH AND REBAR OF NEXT LARGER FOOTING SPREAD FOOTING STEEL AND THICKNESS SCHEDULE FOOTING WIDTH # OF #4 REBAR LONGITUDINAL #4 REBAR LATERAL THICKNESS OF FOOTING 16" NONE NONE 8" 18" NONE NONE 8" 20" 2 NONE 8" 24" 2 NONE 10" 26" 3 @ 18"o.c. 10" 28" 3 @ 18"o.c. 10" 30" 4 @ 18"o.c. 12" 32" 4 @ 12"o.c. 12" 34" 4 @ 12"o.c. 12" 36"4 @ 12"o.c. 12" IF SPECIFIC FOOTING WIDTH NOT SHOWN, SUPPLY DEPTH AND REBAR OF NEXT LARGER FOOTING WOOD FRAMING SAWN LUMBER: 1. STUDS AND PLATES SHALL BE #2 STRUCTURAL LIGHT FRAMING, HEM -FIR OR BETTER. FINGER JOINTED STUDS ALLOWED PROVIDED THEY MEET GRADE QUALITY. 2. FOUNDATION PLATES SHALL BE REDWOOD CONSTRUCTION COMMON OR PRESSURE TREATED HEM -FIR AND ANCHORED TO FOUNDATION PER CONCRETE NOTES. STRUCTURAL COMPOSITE LUMBER: 1. ALL MULTIPLE BEAMS SHALL BE GLUED, NAILED AND/OR BOLTED AS PER MANUFACTURER'S RECOMMENDATIONS. 2. FLOOR JOISTS SHALL BE BCI JOISTS BY BOISE CASCADE OR APPROVED EQUALS INSTALLED PER MANUFACTURER'S SPECIFICATIONS. SEE MANUFACTURER'S MANUAL FOR REQUIRED BLOCKING, FILLERS AND NAILING REQUIREMENTS. 3. LVL BEAMS SHALL BE MICRO -LAMS AS MANUFACTURED BY TRUS JOIST CORP OR EQUAL WITH Fb 2600 PSI, Fv 285 PSI, E 2000 KSI. TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. WOOD BEAMS TO BEAR FULL DEPTH OF WALL LESS RIM BOARD WHERE APPLICABLE. ENGINEERED WOOD BEAMS SHALL HAVE A MINIMUM BEARING OF 1-1/2" ENO 4. ENGINEERED WOOD BEAMS AND HEADERS SPECIFIED "EW', SHALL BE AS MANUFACTURED BY TRUS-JOIST CORPORATION, BOISE, IDAHO (OR APPROVED EQUAL) WITH THE FOLLOWING PROPERTIES: 8 5/8" DEEP OR SMALLER: 9 1/4" DEEP AND LARGER: Fb = 1,700 PSI Fb = 2,325 PSI Fv = 400 PSI Fv = 310 PSI E = 1,300,000 PSI E = 1,550,000 PSI 5. BOISE VERS -LAM BEAMS AND HEADERS SPECIFIED "LVL" SHALL HAVE THE FOLLOWING PROPERTIES: Fb = 2,600 PSI Fv = 285 PSI E = 2,000,000 PSI 6. BUILT-UP TIMBERSTRAND BEAMS MAY BE SUBSTITUTED FOR SINGLE PLY TIMBERSTRAND HEADERS PROVIDED THAT THE TOTAL WIDTH IS GREATER THAN OR EQUAL TO THAT DESIGNATED ON PLAN. BUILT-UP BEAMS MUST BE ATTACHED PER MOST STRINGENT INDICATED PER MANUFACTURER RECOMMENDATIONS, UNLESS NOTED OTHERWISE ON PLANS. 7. MICROLAMS (LVL) OR VERSA -LAM MAY BE SUBSTITUTED FOR TIMBERSTRAND (EW) OF THE SAME WIDTH AND DEPTH, AS DESIGNATED ON PLAN. 8. PROVIDE MIN. 1-1/8" TIMBERSTRAND LSL RIM BOARD, U.N.O. FLOOR TRUSSES: 1. FLOOR FRAMING SHALL BE PRE-ENGINEERED TRUSSES. 2. WOOD FLOOR TRUSSES SHALL BE DESIGNED BY REGISTERED A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF THE PROJECT LOCATION. CALCULATED LIVE LOAD AND DEAD LOAD DEFLECTIONS OF TRUSSES SHALL NOT EXCEED 1/480TH OR 1/240TH RESPECTIVELY OF THE SPAN LENGTH. SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL AND SIGNATURE OF THE DESIGN ENGINEER SHALL BE SUBMITTED FOR REVIEW BYTHE STRUCTURAL ENGINEER. THESE SHOP DRAWINGS SHALL SHOW THE LOCATIONS OF ALL THE TRUSSES, CONNECTION PLATE SIZE AND CAPACITY, AND THE SIZE AND GRADE OF LUMBER TO BE USED. THE TRUSS MANUFACTURER SHALL PROVIDE DRAWINGS SHOWING BLOCKING AT BEARING LOCATIONS, PANELS, BRIDGING AS REQUIRED FOR TRUSS STABILITY, AT ALL TRUSS AND GIRDER HANGERS. 3. SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL AND SIGNATURE OF THE DESIGN ENGINEER SHALL BE SUBMITTED FOR REVIEW BYTHE STRUCTURAL ENGINEER OF RECORD. THESE SHOP DRAWINGS SHALL SHOW THE LOCATIONS OF ALL THE TRUSSES, CONNECTION PLATE SIZE AND CAPACITY, AND THE SIZE AND GRADE OF LUMBER TO BE USED. THE FLOOR TRUSS MANUFACTURER SHALL PROVIDE DRAWINGS SHOWING BLOCKING AT BEARING LOCATIONS, PANELS, BRIDGING AS REQUIRED FOR STABILITY AND ALL FLOOR TRUSS AND GIRDER FLOOR TRUSS HANGERS. SHOP DRAWINGS REVIEW BY THE STRUCTURAL ENGINEER SHALL BE COMPLETED PRIOR TO FLOOR TRUSS FABRICATION. 3. FINAL TRUSS PLANS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY. IF FINAL TRUSS PLANS ARE NOT SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW THE TRUSS MANUFACTURER SHALL PROVIDE ALL HOLDOWNS AND VERIFY ALL TRUSS BEARING CONDITIONS NOTED ON STRUCTURAL PLANS. 4. FLOOR TRUSS ENGINEERING AND VERIFICATION OF DIMENSIONS/PLATE HEIGHTS WILL BE THE RESPONSIBILITY OF THE SUPPLIER. PROVIDE SOLID BLOCKING BETWEEN TRUSSES AT BEARING POINTS FOR LATERAL SUPPORT, TO PREVENT ROTATION AND LATERAL DISPLACEMENT. 5. ALL TRUSSES TO BE PRE-ENGINEERED BYTRUSS MANUFACTURER TO INCORPORATE ALL LOADING AS SPECIFIED IN GENERAL FRAMING NOTES AS WELL AS ANY ADDITIONAL LOADS AS MAY BE REQUIRED BY CODE AND SPECIFIC POINT OR LINE LOADS AS SHOWN ON DRAWINGS. 6. THE FLOOR LAYOUT IN THIS DRAWING PORTRAYS DESIGN INTENT ONLY. REFER TO TRUSS DRAWINGS BY TRUSS MANUFACTURER FOR ACTUAL LAYOUT FOR CONSTRUCTION. ROOF TRUSSES 1. ROOF FRAMING SHALL BE PRE-ENGINEERED TRUSSES. 2. WOOD ROOF TRUSSES SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF THE PROJECT LOCATION. CALCULATED LIVE LOAD DEFLECTIONS OF TRUSSES SHALL NOT EXCEED 1/240TH OF THE SPAN LENGTH. SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL AND SIGNATURE OF THE DESIGN ENGINEER SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER. THESE SHOP DRAWINGS SHALL SHOW THE LOCATIONS OF ALL THE TRUSSES, CONNECTION PLATE SIZE AND CAPACITY, AND THE SIZE AND GRADE OF LUMBER TO BE USED. THE TRUSS MANUFACTURER SHALL PROVIDE DRAWINGS SHOWING BLOCKING AT BEARING LOCATIONS, PANELS, BRIDGING AS REQUIRED FOR TRUSS STABILITY, AT ALL TRUSS AND GIRDER HANGERS. 3. FINAL TRUSS PLANS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY. IF FINAL TRUSS PLANS ARE NOT SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW THE TRUSS MANUFACTURER SHALL PROVIDE ALL HOLDOWNS EXCEEDING TYPICAL H2.ST, AND VERIFY ALL TRUSS BEARING CONDITIONS NOTED ON STRUCTURAL PLANS. 4. ROOF TRUSS ENGINEERING AND VERIFICATION OF DIMENSIONS/PLATE HEIGHTS WILL BE THE RESPONSIBILITY OF THE SUPPLIER. PROVIDE SOLID BLOCKING BETWEEN TRUSSES AT BEARING POINTS FOR LATERAL SUPPORT, TO PREVENT ROTATION AND LATERAL DISPLACEMENT. 5. ALL TRUSSES TO BE PRE-ENGINEERED BY TRUSS MANUFACTURER TO INCORPORATE ALL LOADING AS SPECIFIED IN GENERAL FRAMING NOTES AS WELL AS ANY ADDITIONAL LOADS AS MAY BE REQUIRED BY CODE AND SPECIFIC POINT OR LINE LOADS AS SHOWN ON DRAWINGS. 6. THE ROOF LAYOUT IN THIS DRAWING PORTRAYS DESIGN INTENT ONLY. REFER TO TRUSS DRAWINGS BY TRUSS MANUFACTURER FOR ACTUAL LAYOUT FOR CONSTRUCTION. WOOD FRAMING CONT. WALL FRAMING: 1. DENOTES LOAD BEARING WALL: 2. WALL FRAMING PER TABLE: 3. IF SPECIFIC WALL HEIGHT NOT SHOW, SUPPLY STUD SPACING OF NEXT TALLER WALL HEIGHT CAI CRIVR sMRMVC VVMLLJ JIIMLL OC LA4 V L4 Di V.IV.V 4. PROVIDE "SOLID STUDS," 2 MINIMUM GANGED STUDS IN WALLS, ALL 2-2X & LARGER POSTS, AND AT BEAM BEARINGS AS SHOWN, CONTINUOUS THROUGH SOLID BLOCKING IN FLOORS TO THE FOUNDATION. SQUASH BLOCKS ARE NOT SHOWN ON PLAN FOR CLARITY. 5. ALL OPENINGS IN EXTERIOR AND BEARING WALLS (DOORS, WINDOWS, ETC.) SHALL HAVE MINIMUM HEADERS OF( 2)F -0" 2X&S WITH 1-2X TRIMMER STUD & 1-2X KING STUD AT ALL OPENINGS UP TO 5'WIDE - TYPICAL ENO 6. ALL OPENINGS OVER 6'1 SHALL HAVE HEADER, KING STUDS AND TRIMMERS AS INDICATED ON PLAN. ALL OPENINGS IN NON BEARING WALLS (DOOR, WINDOWS, ETC.) SHALL HAVE 1-2X KING STUD EACH SIDE. 7. KING STUDS ARE NOTED AS"ICAND TRIMMER STUDS ARE NOTED AS'T". 8. ALL MULTIPLE BEAM HEADERS SHALL BE ATTACHED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. FOR SAWN LUMBER, USE (2) ROWS OF 16d NAILS @ 16" O.C.. USE NAILING BOTH SIDES FOR 3 OR 4 PLYS. 9. CRIPPLES AT NONBEARING WALL OPENINGS MAY BE REMOVED WHERE DISTANCE BETWEEN TOP OF OPENING AND TOP PLATE IS LESS THAN 24". 10. BUILDER MAY OPT FOR PANELIZED WALLS. SHOP DRAWINGS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY. 11. INSTALL FLAT BLOCKS @ 24" O.C. TO SUPPORT WALL T -INTERSECTS ILO 2X6 STUDS @ NON BEARING WALLS. ROOF OVERFRAMING: 1. DENOTES OVERFRAME AREAS: 2. OVERFRAMING TO BE COMPLETED AS FOLLOWS: 2X6 @ 24" O.C. FOR SPANS Ti OR LESS, 2X8 @ 24" O.C. FOR SPANS BETWEEN Ti AND 10'-8". TRUSS MANUFACTURER SHALL PROVIDE OVERFRAME TRUSS FOR SPANS OVER 10'-9" 3. OVERFRAMING MEMBERS TO BEAR DIRECTLY OVER THE TRUSSES OR SOLID BLOCKING BETWEEN TRUSSES. 4. USE ONE SIZE LARGER RIDGE RAFTER THAN THE LARGEST COMMON RAFTER. 5. PLACE (2)-1X4 VALLEY PLATES SIDE BY SIDE FOR OVERFRAMING MEMBERS TO BEAR ON. 6. ATTACH 2X4 VERTICAL MEMBERS BETWEEN OVERFRAMING MEMBERS AND ROOF TRUSSES AT 4'1 O.C. W/ (3)-10d NAILS EA. SIDE. SHEATHING 1. WALL SHEATHING SHALL BE 7/16" O.S.B. APA RATED PER TYPICAL WALL SECTION WITH A MINIMUM NAILING OF 6" AT EDGES AND 12" IN FIELD. RE: SHEAR WALL PANEL SCHEDULE FOR REQUIRED NAILING AT SHEAR WALLS 2. FLOOR SHEATHING SHALL BE 23/32" T&G, APA RATED STURD-I-FLOOR, 24" O.C., EXPOSURE I, T&G. GLUE AND NAIL WITH 8d COMMON NAILS AT 6" O.C. AT ALL PANEL EDGES AND 12" O.C. AT ALL INTERMEDIATE SUPPORTS. 3. ROOF SHEATHING SHALL BE 7/16" APA RATED SHEATHING 24/16 RATED, EXPOSURE I. NAIL WITH 8d COMMON NAILS ACCORDING TO DETAIL BELOW AND PROVIDE PSCL SHEATHING CLIPS AT 2'1 O.C. BETWEEN SUPPORTS. FASTENING SCHEDULE (INCHESON CENTER) ROOF FASTENING ZONE 1 2 3 STUD SPACING SCHEDULE NAILS 6 6 4 PANEL EDGES 8d 12 6 6 PANEL FIELD WALL HEIGHT HOLD DOWN NOTES i WALL TYPE 7/16" PLYWOOD / OSB 8d @ 6" 8d @ 12" 16g @ 4", 2" LONG 16g @ 12", 2" LONG 2x 12" AB @ 4'1 16d @ 16"1 PER PLAN L=4' OR AS SHOWN PER PLAN 8'_0" 9'_0" 10'_0" 11'_0" 12'1 14'1 16'1 18'1 2x 1/2" AB @ Ti 2X4 16" 16" 16" 12" - - - - 7/16" PLYWOOD / OSB EXTERIOR 8d @ 12" ---- -- 2x 1/2" AB @ 2'1 16d @ 8"1 PER PLAN L=AS SHOWN PER PLAN 56 24" 16" 16" 16" 1T 12" 8" 8" ---- ----- BEARING --- ---- N/A SEE PFH DETAIL 7GB-1 DBL. STUD TYP. 1/2" GYPSUM BOARD 5d @ 7" 5d@7 2X4 24" 16" 16" 12" - - - - GB -2 INTERIOR 2X6 24" 24" 16" 16" 12" 12" 12" 12" NON- BEARING INTERIOR 2X4 5/8" GYPSUM BOARD 6d @ 4" 24" ---- ----- 16" 1/2" AB @ 4'-0" 2X6 1 24„ PER PLAN CAI CRIVR sMRMVC VVMLLJ JIIMLL OC LA4 V L4 Di V.IV.V 4. PROVIDE "SOLID STUDS," 2 MINIMUM GANGED STUDS IN WALLS, ALL 2-2X & LARGER POSTS, AND AT BEAM BEARINGS AS SHOWN, CONTINUOUS THROUGH SOLID BLOCKING IN FLOORS TO THE FOUNDATION. SQUASH BLOCKS ARE NOT SHOWN ON PLAN FOR CLARITY. 5. ALL OPENINGS IN EXTERIOR AND BEARING WALLS (DOORS, WINDOWS, ETC.) SHALL HAVE MINIMUM HEADERS OF( 2)F -0" 2X&S WITH 1-2X TRIMMER STUD & 1-2X KING STUD AT ALL OPENINGS UP TO 5'WIDE - TYPICAL ENO 6. ALL OPENINGS OVER 6'1 SHALL HAVE HEADER, KING STUDS AND TRIMMERS AS INDICATED ON PLAN. ALL OPENINGS IN NON BEARING WALLS (DOOR, WINDOWS, ETC.) SHALL HAVE 1-2X KING STUD EACH SIDE. 7. KING STUDS ARE NOTED AS"ICAND TRIMMER STUDS ARE NOTED AS'T". 8. ALL MULTIPLE BEAM HEADERS SHALL BE ATTACHED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. FOR SAWN LUMBER, USE (2) ROWS OF 16d NAILS @ 16" O.C.. USE NAILING BOTH SIDES FOR 3 OR 4 PLYS. 9. CRIPPLES AT NONBEARING WALL OPENINGS MAY BE REMOVED WHERE DISTANCE BETWEEN TOP OF OPENING AND TOP PLATE IS LESS THAN 24". 10. BUILDER MAY OPT FOR PANELIZED WALLS. SHOP DRAWINGS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY. 11. INSTALL FLAT BLOCKS @ 24" O.C. TO SUPPORT WALL T -INTERSECTS ILO 2X6 STUDS @ NON BEARING WALLS. ROOF OVERFRAMING: 1. DENOTES OVERFRAME AREAS: 2. OVERFRAMING TO BE COMPLETED AS FOLLOWS: 2X6 @ 24" O.C. FOR SPANS Ti OR LESS, 2X8 @ 24" O.C. FOR SPANS BETWEEN Ti AND 10'-8". TRUSS MANUFACTURER SHALL PROVIDE OVERFRAME TRUSS FOR SPANS OVER 10'-9" 3. OVERFRAMING MEMBERS TO BEAR DIRECTLY OVER THE TRUSSES OR SOLID BLOCKING BETWEEN TRUSSES. 4. USE ONE SIZE LARGER RIDGE RAFTER THAN THE LARGEST COMMON RAFTER. 5. PLACE (2)-1X4 VALLEY PLATES SIDE BY SIDE FOR OVERFRAMING MEMBERS TO BEAR ON. 6. ATTACH 2X4 VERTICAL MEMBERS BETWEEN OVERFRAMING MEMBERS AND ROOF TRUSSES AT 4'1 O.C. W/ (3)-10d NAILS EA. SIDE. SHEATHING 1. WALL SHEATHING SHALL BE 7/16" O.S.B. APA RATED PER TYPICAL WALL SECTION WITH A MINIMUM NAILING OF 6" AT EDGES AND 12" IN FIELD. RE: SHEAR WALL PANEL SCHEDULE FOR REQUIRED NAILING AT SHEAR WALLS 2. FLOOR SHEATHING SHALL BE 23/32" T&G, APA RATED STURD-I-FLOOR, 24" O.C., EXPOSURE I, T&G. GLUE AND NAIL WITH 8d COMMON NAILS AT 6" O.C. AT ALL PANEL EDGES AND 12" O.C. AT ALL INTERMEDIATE SUPPORTS. 3. ROOF SHEATHING SHALL BE 7/16" APA RATED SHEATHING 24/16 RATED, EXPOSURE I. NAIL WITH 8d COMMON NAILS ACCORDING TO DETAIL BELOW AND PROVIDE PSCL SHEATHING CLIPS AT 2'1 O.C. BETWEEN SUPPORTS. FASTENING SCHEDULE (INCHESON CENTER) ROOF FASTENING ZONE 1 2 3 PANEL LOCATION NAILS 6 6 4 PANEL EDGES 8d 12 6 6 PANEL FIELD 8d 0 i OJ 0 I 10, :T. (INCLUDING FT. OVERHANG J SHEAR WALL LEGEND SHEAR WALL PANEL SCHEDULE SHEAR WALL HOLD SW 90/ EDGE NAILING FIELD NAILING EDGE STAPLE/ SCREW FIELD STAPLE/ SCREW EDGE STUD AND BILKS. SILL BOLTING @ FND SILL NAILING UPPER STORIES HOLD DOWN NOTES i WSP 0 i OJ 0 I 10, :T. (INCLUDING FT. OVERHANG J SHEAR WALL LEGEND SHEAR WALL PANEL SCHEDULE SHEAR WALL HOLD SW SHEATHING EDGE NAILING FIELD NAILING EDGE STAPLE/ SCREW FIELD STAPLE/ SCREW EDGE STUD AND BILKS. SILL BOLTING @ FND SILL NAILING UPPER STORIES HOLD DOWN NOTES DOWN WSP 7/16" PLYWOOD / OSB 8d @ 6" 8d @ 12" 16g @ 4", 2" LONG 16g @ 12", 2" LONG 2x 12" AB @ 4'1 16d @ 16"1 PER PLAN L=4' OR AS SHOWN PER PLAN HDX HDX ABW-1 7/16" PLYWOOD / OSB 8d @ 4" 8d @ 12" 15g @ 3", 2" LONG 15g @ 12", 2" LONG 2x 1/2" AB @ Ti 16d @ 12"1 PER PLAN L=AS SHOWN PER PLAN ABW-2 7/16" PLYWOOD / OSB 8d @ 3" 8d @ 12" ---- -- 2x 1/2" AB @ 2'1 16d @ 8"1 PER PLAN L=AS SHOWN PER PLAN WSP PFH 7/16" PLYWOOD /OSB ---- ---- ---- ----- ----- --- ---- N/A SEE PFH DETAIL 7GB-1 DBL. STUD TYP. 1/2" GYPSUM BOARD 5d @ 7" 5d@7 No. 6 S OR W @ 4" No. 6 S OR W @ 12' 2x 1/2" AB @ 4'1 16d @ 16"1 PER PLAN L= AS SHOWN PER PLAN @ HOLD DOWN GB -2 1/2" GYPSUM BOARD Sd @ 4'15d@7 No. 6 S OR W @ 4" No. 6 S OR W @ 12' 2x 1/2" AB @ 4'-0" 16d @ 16"o.c. PER PLAN L= AS SHOWN PER PLAN STUD WALL GB -3 5/8" GYPSUM BOARD 6d @ 4" 6d @ 7" ---- ----- 2x 1/2" AB @ 4'-0" 16d @ 12"1 PER PLAN L= AS SHOWN PER PLAN 1. NAILS FOR GYP BOARD (GB) ATTACHMENT SHALL BE DRITITE OR 'COOLER -TYPE NAILS, AND SHALL CONFORM TO REQUIREMENTS OF IRC. 2. NAILS FOR WOOD STRUCTURAL PANEL (WSP) SHALL BE COMMON NAILS. USE OF PNEUMATICALLY DRIVEN NAILS IS SUBJECT TO APPROVAL BY THE BUILDING DEPARTMENT AND STRUCTURAL ENGINEER. DO NOT OVERDRIVE NAILS 3. INTERIOR GYP BOARD (GB) SHEATHING SHALL OCCUR ON EACH SIDE OF WALL. (NOTE: INTERIOR SIDE OF GB -3 MAY BE%" GYPBOARD NAILED WITH 5d NAILS SPACED AT 4"1 AT PANEL EDGES) 4. EXTERIOR WALLS (WSP) SHALL BE SHEATHED ON THE INTERIOR FACE WITH Y" GYP BOARD (MINIMUM). 5. PLYWOOD/OSB SHEATHING SHALL BE STRUCTURAL 1 GRADE WITH EXTERIOR GLUE. 6. PROVIDE EDGE NAILING TO STUD OR POST WHERE HOLD DOWNS OCCUR. 7. GYPBOARD AND PLYWOOD/OSB TO CONFORM TO IBC 8. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH, MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. 9. THE PRESCRIPTIVE METHOD DESCRIBED IN SECTION R602.10 WAS FOLLOWED WHEN APPLICABLE. WHEN THE RESIDENTIAL FRAMING DOES NOT ALLOW THE PRESCRIPTIVE METHOD TO BE FOLLOWED, SECTION R301.1 WAS FOLLOWED. 10. REFER TO ARCH PLANS FOR FIRE RATING REQUIREMENTS IN ADDITION TO SHEATHING NOTED PER STRUCTURAL PLANS. REVISIONS LOG DELTA# I COMMENTS Wstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio. com www.evstudio.com VJ 5W 0 2 C) Z < W C) Z 0 M U. U) Z nJ LO 0 �CU � VJ of W heat 9 0 U nW IN CD Cn Lo 19356 0 Pei 0 U N N COPYRIGHT 2021 This document s an instrument of serace, and as such remai ofthi ns the property of the Architect Permission for use of this m reemens Imbed and can be extended only by written agreementwlm Evswelo, LLc. REVISION PERMIT SET DATE: 03/29/2021 DRAWN BY: _BV CHECKED BY: RRM GENERALNOTES SG0.0 HOLD-DOWN SCHEDULE "i HOLD DOWN ANCHOR BOLT EMBED DEPTH HD1 SIMPSON CS16 w/(22) 10d + 13" END LENGTH N.A. HD2 SIMPSON STHD10RJ or HDU4 712" HD3 SIMPSON HDU8-SDS2.5 or STHD14 or USPDHD8 1012" HD4 SIMPSON CS14 w/(30) 10d + 16" END LENGTH N.A. HD5 SIMPSON CMST12 w/(84) 16d+38" END LENGTH N.A. HD6 SIMPSON HD19 12" HD7 PIMPSON CMSTCI6 w/(58) 10d +25" END LENGTH N.A. REVISIONS LOG DELTA# I COMMENTS Wstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio. com www.evstudio.com VJ 5W 0 2 C) Z < W C) Z 0 M U. U) Z nJ LO 0 �CU � VJ of W heat 9 0 U nW IN CD Cn Lo 19356 0 Pei 0 U N N COPYRIGHT 2021 This document s an instrument of serace, and as such remai ofthi ns the property of the Architect Permission for use of this m reemens Imbed and can be extended only by written agreementwlm Evswelo, LLc. REVISION PERMIT SET DATE: 03/29/2021 DRAWN BY: _BV CHECKED BY: RRM GENERALNOTES SG0.0 1" 6 1' 3 w (3)2xPOST 3/4" 8 FLOOR RE REINFORCING 3' MIN ° Wstudio -' PLATE TE /(4) SHEATHING SCHEDULE RE REINFORCING "DIA. SCHEDULE STEEL COL PER PLAN - EXPANSION Denver, CO PLATE ON LEVEL BOLTS ;LATE SETS/ - ' OSB. NAIL PER �'������������ BUILDER MAY ELECT TO EXTERIOR SHEATHING DIAMOND SHAPED NONSHRINK STEEL coL., RIM Evergreen, CO RE'. FRAMING BLOCK-OUT FOR COLUMN. OR RE PLAN BOARD SCHEDULE d CAST 8" MAY CONC HAUNCH g 2x STUDSRE FRAMING FILLw/ CONC AFTER COL. 6•_ A I _ IS SECURE i 0"MIN }]�' 1"EXP .JOINT w/16d@g�CONT PT ATE • SECTION A-A@>3"DI A. COL .I, ?11� �• (2)-#6x6'0"J �� MATERIAL SLOPE/F MINIMUMwo� 303.670.7242 CONC. SLAB A A EXPANSION w X SIZE . CAST IN PLACE ee 2x CONT. PLATE w/1/2"DIA CONTRACTOR TO PROVIDE I+'P R,. I R;� ., •. •.:. < _���������� design@evstudio.com 10 PER PLAN BOLTS A.B. W/8"EMBEDMENT@ VAPOR BARRIER AT NON �.� ., STRAPTIE HOEDOWN PER 4RE W/.&WITHIN 1'-0"OF TREATED WOOD IN ` � 1" 6" 1" 11" �I' � � " m5 eCtons eVStUd O.COm EACH END OF EACH PIECE CONTACT W/ CONCRETE — I 1/4 PLATE w/ EXPANSION PLAN E�' ��'�' "` " �' .'i �'� �• � .'� (EMBED AT TIME OPDOONC. 6' O MIN o z • • 8 ' LACE OPTION www.evstuaio.com SLAB RE FRAMING BATHING O FOUNDATION �� .I II�� I � � r MANUFACTURER (3)2x POST w z �� I ��� 4" OR PATTTOO FBARS OR ADD SCHEDULE I CONCRETE --\ E TE SEE FRAMING PLAN FOR RE FND PLAN � � � . I r FACTURER'S I � oc = I OR PATI O RE • ABOVE HAUNCH OF SILL PLATE. 4 DIA PLACEMENT) O ��Jt _ ll • e Imo' • �" S�24 AP�INOG OEBLOCKING Rzo F POR SIZE �1 -'F SECTION A-A(cb 3"DIA. COL SHEATHIINNG \ ----- BAC COMP OIL AND P ® ® ®q� • • • WASHER STEEL 4 CONCRETE ,S OR FLOOR PORCH/PATIO I 1 BASE PLATE W ARCH'L REPAIR meq®( S L NUT TYP. RE HANGER TABLE m cb,O I I X11 pox �� @EACH CORNER RIM ACT PER ° W W AND 112 II REINF. PER , I Id NUFACT RE RING WHEN UPLEEDED. d / � (2}tGxS-0" PLACE HAUNCHES AT 6'-0" o c MAX 2 • : SCH. 40 P Whey GEOTECHNICAL REPORT HI (2) p5 CONT. TOP TYP. RE SCHED. 9 BOARD _ DRILLS/8^DIAMETER pE X41, FOUNDATION WALL BUILDER MAY ELECTTO USE OS. B. NAIL PER I HOLE OR CAST 1/2" • d REINFORCING SCHEDULE NATIVE SCIL OR -Fj- MANUFACTURER'S DETAIL FOR COUPLER NUT SCHEDULE I ACPIPE. 1 1/2" CLEAR COMPACTED FILL II . II SEAL WITH i , I MONOPOST PLATE DIFFERS TENSIONTIE w BITUMINOUS SEALANT n NOTE. BASEMENT FLOOR OR • II• FROM PLATE IN THIS DETAIL HOEDOWN RE X BRACING MUST BE INSTALLED O �ocoo=- -- _-�------- RE TWO ANCHOR OPENINGS FRAMING PLAN JOS SYSTEMS PLASTIC HAUNCH OR PRECAST�OCr PRIOR TO BACKFILLING. — JOS SYSTEMS _'.rT.. VS. FOUR ANCHOR OPENINGS I "'�':.Y +'Y:. BOLT HAUNCH BY OTHER MAY BE USED .PRE -CAST PLASTIC HAUNCH AS ��• TO HAVE AT MINIMUM 112 COILRODx18"ANDp4 `': nl `' d BAR ALL AROUND. PROVIDE SUBMITTAL OFSEE SUPPLIED BY BARYON III—I —1 III—II. III—II u 4. '''' DIA SIA a USI .. , .. ... . L � � .'� .;'. �. r: � BO LL THREAD � � � � � � PRECASTCONCRETE HAUNCH PRIOR TO USE. ' .'' SUPPLY BASEMENT WALL SECTION PLAN Y : „' LTw/6""EMBEDMENT PSON ET -HP PATIO PORCH STEEL COLUMN FND @ GARAGE EPDXY OR EQUAL HOLDDOWN ©PATIO PORCH Z WALL STEP SECTION HAUNCH DETAIL 1 6 3/4" = 1._0" 15 N.T.S. 1 � 3/4.. = 1r-0" 13 N.T.S. EXTERIOR SHEATHING PROVIDE 1"DEEP COLUMN RE. Ir— 'O DIA ,R OR EPDXY FRAMING PLAN RE FRAMING CONTROL WOODOR LUMN w/ AB66 BASSOSTANDARD WEDGED ALL THREAD BOLT JOINTS COLUMNS PLATE A TACHE SE OR P T.2x4 BONDED ALL THREAD BOLT 2x STUDS RE FRAMING COLUMNS PLATE ATTACHED (2) DIA. w/4 EMBEDMENT. COLUMN BASE 00 E BUILDER MAY ELECT TO USE 2x CONT. PLATE WEDGE ANCHORS EA. PLATE RE FRAMING PLAN MANUFACTURER'S WHLFOR BASE ANCHORING WHEN w/16d@8"oc SECTION. BEAR ON TOP OF SLAB MONOPOST PLATE DIFFERSFLOOR NG 4" CONCRETE z coBON GRADE RE'. TWO ANCHOR OPENINGS DEEP CONTROL I M FROM PLATE IN THIS DETAIL RE'. FRAMINGw/ 1 VS. FOUR ANCHOR OPENINGS RIM BOARD JOINTS @R200 SAF MAX —S Fo ... ,....... II . — r J RE'. FRAMING 1 1� 6" 2x COOL EMBEDMEN (1YP) • .• . II • Ik HOLD TOP OF WALL DOWN '! - AND POUR SLAB OVER WALL S I I I qdo ___ _ EXTERIOR SHEATHING 0 TI MBERSTRAND OR LP _ J�:�4"PLATEw/(4) PLATEw/1/2"DIAx10 (2 p6 BARSTOP 6' ii 2x STUDS RE FRAMING 1/4" PLATE w/ (4) 4" DIA. A.B. W/ 8" T @ • —I I �— 'll II•' `. LU OF 1/2PANSION BOLTS - EACH •. IIm IIII • &BOTTOM 10L "DIA EXPANSION BOLTS 4'-0 O.0 & WITHIN 1'-0" OF RE FOUNDATION WALL S 2x CONT. PLATE w/12"DIAx 2 EX - HEND OF EACH PIECE OF 1P,6�ORCING SCHEDULE - (2)p4 AB. W/8"EMBEDMENT@ STEEL COL., RE SILL PLATE 71 H VERTICAL II �I i'� FOUNDATION WALL 4'-0"OC.&WITHIN 1'-0" r - PLAN II EACH END OF EACH PIECE OFLC m SEE FRAMING PLAN FOR FLOOR FILL PER II • RE FND PLANcu SILL PLATE. II II JOIST SIZE AND SPACING OR GEOTECH 1j m O 11/2"CLEAR II• O l� II BLOCKING@24"OG REPORT o Ip W '11 LL L m II 112 EXP. JOINT SECTION A (b 3" DIA. COL SECTION A @>3" DIA. COL 641 II 8"U.N.O. O A.4"VOID FORM I� II MATERIAL II 2)#5 CONT. TOP O RE'. FOUNDATION WALL 4" CONCRETE SLAB ON GRADE „ REINFORCING SCHEDULE G II 8" U N O. SCORE SLAB w/ S DEEP m II •I j RE' FOUNDATION WALL II CONTROL JOINTS@ EXFLO II 7UNO BY OTHE)OR CUPOLIXFLOOR L o REINFGRGINGG HE°ULEPOST FOUNDATIONBY OTHERS DIAMOND SHAPED BLOCK- STEEL COL PER PLAN FOUTFORCOLUMN. FILLw/ o I I cc GONG AFTER COL. IS SECURE PLATE ON LEVEL SURFACE cc I Z: JRIGID FOAM INSULATION, SETw/ NON SHRINK GROUT II muU o 3/4" = t•-0"Gcc RE ARCH CONC. PAD FOOTING PER AS NEEDED W•PLAN AND SCHEDULE. 0 RE'. FOUNDATION WALL p4xL@SAMESPACINGAS CONC. SLAB PER PLAN q EXPANSION BOLTS IREINFORCING SCHEDULE m 8 WALL STEEL,I EXTERIOR SHEATHING 0 RE'. FOUNDATION WALL REINF. PER SCHED. Q I RE'. FRAMING REINFORCI NG SCHEDULE I J • ! I I 2x CONT�PLATERAMING Uj Lm\, "PLtN Z)ps ANT. BOT 3/4�.— t._0..RE OFFRAMI omaJ W RE FOUNDATION WALL $w/16d@8<I REINFORCING SCHEDULE EATHING NG m W _ 1 z0 TIMBERSTRAND OR LP t — — J pox �L@MATCHVERTICAL RIM BOARD �L @SAME SPACING AS m RE TO VOID F WALL STEEL SEE FRAMING PLAN FOR FLOOR Z 0 co U TT 8'q: SEE JOIST SIZE AND SPACING OR pox N PLAN 4" ORM, RE'. PLAN, RE'. TYPICAL BASEMENT WALL BLOCKING 924 O.C. m 16" UNO 8 WALL STEEL OMIT DOWELS @ VOID SECTION FOR ADDITIONAL FORM ONLY INFORMATION. 10 n 2x CONT. PLATE w/1/2"DIAx II A B. 0 8" EMBEDMENT @ 1 1 WALKOUT FOUNDATION SECTION 1 STEEL COLUMN FND BASEMENT 9 CRAWLSPACE WALL SECTION m h I, °"°°&WITHIN I'°"GF LM N.T.S. N.T.S. 3/4" = 1•-0" A r ai EACH END T EACH PIECE II EA SILL PLATE. RE'. FOUNDATION WALL II 1'r REINFORCING SCHEDULE I II RE'. FOUNDATION WALL �.Ar1112'CLEARREINFGRONG SCHEDULE19356 AT SIM, SERE DETAIL EDGE NAILINGd... NOTE BASEMENT FLOOR OR - 11/2" CLEAR • II TOP BARS WINDOW BLOCKOUT (2) p5 CONTINUOUS BOTTOM BARS BEAM POCKET, �I THICKENED SLAB OVER RE REINFORCING SIZE PER PLAN. EXTEND BARS 3'-0"MINIMUM cc i 8"UNO. .II SCHEDULE > SOLID GROUT. BEYOND EACH SIDE OF III CONTINUOUSTOP OND , HOLD OF r W WINDOW _ - II AT GARAGE DOWN AT GARAGE DOOR RE REINFORCING II AND POUR SLAB OVER EXTERIOR sHSHEATHINGBAR,BEV 11/2" SCHEDULE TOP BAR, TURN WALL RE FRAMING z CLEAR RE REINFORCING 90° @EDGE OF OPENING a SCHEDULE TOP (2) p4 VERTICAL BARS @EACH (1)#6 BAR 24" FOUNDATION 2x STUDS RE FRAMING RE'. FOUNDATION WALL - BAR, TURN 90°@ WALL REINFORCING LL EDGE OF MIN. LENGTH SCHEDULE TOP AND BOTTOM ROW OF 10I 2x CONT. PLATEDIAx `T OPENING STACKED & WELDED A B. 8" EMBEDMMENTNT @ STEEL STEEL SHIMS AS TOW @ 96'-0" RED'D, 2"MAX 4'-0" O C. &WITHIN 1'-0" OF 0 . EACH END FEACH PIEGE OF TYP. BEAM POCKET II LPLATE SILL PLATE. U m 6 _ II II II RE'. FOUNDATION WALL oc N.T.S. REINFORCING SCHEDULE OPENING, EXTEND BARS 3 0 EXTEND Ir 114 x @ SAME SPACING AS I 112 EXP. JOINT MATERIAL 8 WALL STEEL II OF WINDOW �_164" a is OMIT DOWELS 9 VOID it 4" CONCRETE a SLAADE, SCORE '+ 1 DEEP SLABB 1 D j w/ w/ oc II CONTROL JOINTS 9200 0 0 PROVIDE NON -METALIC MATERIAL SF MAX MAX QYPJ p AS NEEDEDTO PREVENT BARS _ I FROM CONTACTING WINDOW BUCK FILL PER GEOTECH. (2) p5 CONTINUOUS _ d II 8"CONCRETE TYP LL o TOP BARS WINDOW BLOCKOUT (2) p5 CONTINUOUS BOTTOM BARS �(2) p4 BARS TOP OF OPENING p �I THICKENED SLAB OVER w EXTEND BARS 3'-0"MINIMUM cc i 8"UNO. .II THE DEPRESSION > O BEYOND EACH SIDE OF III ®1SNlgOISYir HOLD OF 1lPi O W WINDOW _ �(2) p4 BARS TOP OF OPENING p �I THICKENED SLAB OVER w EXTEND BARS 3'-0"MINIMUM cc z 8"UNO. .II THE DEPRESSION > O BEYOND EACH SIDE OF HOLD OF i W WINDOW _ - II AT GARAGE DOWN AT GARAGE DOOR oOF II AND POUR SLAB OVER ¢ 11/2" WALL z CLEAR z a (2) p4 VERTICAL BARS @EACH < RE'. FOUNDATION WALL - SIDEOFOPENING. EXTENDTO REINFORCING SCHEDULE TOP AND BOTTOM ROW OF i STEEL U m� U w mM _ r(2)p4BARS �L OPENING, EXTEND BARS 3 0 EXTEND Ir 114 x @ SAME SPACING AS MINIMUM BEYOND EACH SIDE 8 WALL STEEL OF WINDOW �_164" VOID FORM, RE PLAN, OMIT DOWELS 9 VOID FORM ONLY TYP. WINDOW OPENING 1 GARAGE WALL SECTION Z BASEL` 5 3/4" = V-0" i JOISTTSIZEIVN SP CVK rLV VK O /% II I :¢ JOIST SIZE AND SPACING JUD ,� ii .•ull d n : 46537 VERTICAL BARS Ir RE'. FOUNDATION WALL 'a GYP BOARD, ¢ 4 II1III a IREINFORCING SCHEDULE — RE FRAMING ' % liii j n •'ONP �N �J�� "IIII U HORIZONTAL BARS 2x STUDS, RE FRAMING 2/ /� IIII � II RE'. FOUNDATION WALL 10� "*`HOOK 18 INTO c. • I RE'. FOUNDATION WALL II REINFORCING SCHEDULE 2x COLT EMBEDMENT S' 112 MENTDIP �/ II J A.B. W/ 8" EMBEDMENT O �G FOUNDATION REINFORCING SCHEDULE 11 4'-0" 0 &WITHIN 1'-0" OF /( FOUNDATION WALL II It Q . it RE'. FOUNDATION WALL w 8" U.N O. EACH ENDOFEACH PIECE OF /� \.II REINFORCING SCHEDULE SILL PLATE �� II. o COPYRIGHT 2021 Thisrem i nnu e ntisprop rt instrument Arc of Architect ace Permission erm no as or u q n C ..�I emamsmepreperty nerve and can b extended only use remains document Is umrceo zoo can be extended Holy oy 8" WIDE COUNTERFORT I lit 11 O II written zgreementwith EVsWtlIo, LLC. RE'. FOUNDATION WALL II II REINFORCING SCHEDULE ii.ii • �h REVISION: II II 11 RE'. FOUNDATION WALL JO. If_____________________ __ill II II II ,I nI REINFORCING SCHEDULE d I u .n • (2)p4 BARS II IM � I nil I I II I II 112 EXP. JOINT u II In, II d •' RE'. FOUNDATION WALL _ ry 3MATERIAL REINFORCING , I n II REINFORCING SCHEDULE 1�===____�____________ PLACE TO EXTERI OR FACE 1I II II 4^ CONCRETE SLAEON-GRADE, PERMIT SET a I, II II 4"CONCRETE II SCORESLABS/1"DEEP _ II II DATE: 03/29/2021 RE FOUNDATION WALL II II II SLAB Bw/1 DEEP TRE y' CONTROL JOINTS LEXFL. REINFORCING SCHEDULE `" II II II d SLABS/ 2005 CONTROL m II MAX QYP)OR CUPOLEXFLOOR DRAWN BY: _BV p4xmL @12'o.C. II Jowrs @zoos F. MAX o II BY OTHERS CHECKED BY: RRM 8 II II II • (TYP) OR CUPOLEX FLOOR II II BY OTHERS rt— 44 BARS @16"oc. II II II '_� EA. WAV .* 1E -;B b II II I - II II II m M Rx, x�L@SAME SPACING AS 8"WALL STEEL ------ _=1Mfh p4 x 0L a SAME SPACING AS VOID FORM REPLAN 8 WALL STEEL FOUNDATION DETAILS OMIT DOWELS@ VOID pox �L a SAME SPACING AS L116NO. 4"VOID FORM, RE PLAN, FORM ONLYm OMIT DOWELS @ VOID 4"± 3'-0" gWALL STEEL ' FORM ONLY somo " , CRAWLSPACE SECTION COUNTERFORT 4VOID FORMRE PLAN BASEMENT WALL SECTION 3/4" = t._0.. 2 3/4.. = tr_0. 1 3/4" = 1._0. -° 5.-0a' A-- —E—� M,0 16'-112 17 OZ 512 5'-3" 5'_4X 4'-0"1 4'-0" 5'-0" VOID 4-O?1 ` p BU LDERJA YBULD FOOT NG STEP — @PATIO ENTDEPTHTOUSEME SIZE FOOTING 8" WIDE CONCRETE FOUNDATION WALL OVER 16" WIDE X8" DEEP CONCRETE SPREAD FOOTING-TYP. @PATL(SEETYP. WALL SECTION FOR DRAINAGE & REINFORCING REDUIREMENTS), RE'. DETAIL 8/SO 0 1�� �1�� I 8" WIDE CONCRETE FOUNDATION WALL OVER 3" 1_] "2 5'-0"VOID 2'-0" 5'-0"VOID -0" 16"WIDEx8"DEEP CONCRETE SPREAD FOOTING -TVP. @PORCH (SEETYP. WALL SECTION FOR DRAINAGE & REINFORCING 1'-2" 1'-2" CENTER HAUNCH REDUIREMENTS), RE'. DETAIL 8/SO0 @SIDEWALK 16 4 z'a" 9FT BASEMENT FOUNDATION PLAN 13'-0" SCALE: 1/4" = Vi BACKCOUNTRY RANCH ELEVATION P Wstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com of sN heat �i O pi2a(R9 r M W M Ur J W O M 70 O LL o =O zz O Q U U Q J N 0. O C3) M W 70 WLO lia) O� 0 O a.� O � CD Cn L 19356 COPYRIGHT 2021 This mcumen is an instrument of service, and as such remai ofthins the property of the Architect Permission for use of this document Is Ilmlletl and can be extended only by written agreemen[w tlt EVstutllo, LLC. REVISION PERMIT SET DATE: 03/29/2021 DRAWN BY: LBV CHECKED BY: RRM FOUNDATION PLAN S1.10 I 6"VOID ] OW OF LOF 9B &BOW BOLOW OPB6 OW@VERIFY '. 100 0 TOW@ I _ 91Owa SLORETESLR TOW @VERT FY •+ NGRAATIO ON GRADE -SLOPE PER E _ - TOW@101'-0" BUILDING FOOT AWAY FROM BUILDING �0 54 "Z OW @ 91'-0" 1'-11" I ' � PROVIDED TALL WIDE VOID ACROSS HAUNCH ISI ISI '�RE 12/50.0��L� 5-0 L� STEPTOW ' o FULL WIDTH OF zp FOOTING@12'-0"oc.---I MATY��I &BOW ti I �u of I — "VOID 8 WIDE x3 DEEP I LOWER FND. ELEVATED WALL PROM DE 4"x 8 IN AM O, BY WALL AT DOOR TOW@ 101'-0" @PORCH/PATIO, STEP FOOTING @EACH WINDOW I ASNEEDED OW@ 91'-0" RE DETAIL ; I TOW .. I 16/SO O 16'-]a' 1]'-44' - PRO BE D@ 1'-6" 1'-6" I" SPACEI 3" DIA. ADJ. SCH. 40 p I COUNTERFORT I STEEL PIPE COLUMN �• ROUGH IN PLUMBING � /IJQ� i•-,� II PRPAOCVEID@ CORNTERFO oI SQUARE FOOTING (SEE TABLE ON36 LONG FOR PTHICKNESS AND x8DEEP FOOTING D O REPAIR REQUIREMENTS) COUNTERFORT RE DETAIL 2/S0.0 I 8' WIDE CONCRETE FOUNDATION OVER 16"WIDEx8"DEEP CONCRETE 'F �; 100'-0 -07-j TOW@BOW@ "" EY I SPREAD FOOTING TYP BASEMENT PREAD(SEE 91 TYP ALL SECTION FOR 8" WIDE COUNTERFORT DRAINAGE & REINFORCING : I ON 36"WIDE x48"LONG .� of REDUIREMENTSJ, RE DETAIL 1/S00 x8"DEEP FOOTING, RE DETAIL 2/S0.0 CONTRACTOR TO COORDINATE RY UNDOUND O PLUMBING RUNS WERGROOTINNG I �O %• I LAYOUT AS NECESSARY i LOWER LEVEL FLOOR: CUPOLE%SYSTEM S'FIBER p MESH REINFORCEMENT oc O PROVIDE 4'W I of I - - `i ID IN FOOTING �' NO RSUMPPUMP I 8"WIDEx11"DEEP 4 _ BEAM POCKET ] I - TGW @ 1660" 4'-0" 2'-6' VOID i ow @ sv-o° s:: :., L-- . I PROVIDE VOID -Ti. ------- SPACE @ ;. :.t .:•�:::: I COUNTERFORT STEP ---- ------------ 9"93' o DIAADJ0 TGW@100'.��t ISCHOW@ 91 0 PIP40STEELBGW W DE COUNTE FORT N 36" WIDE x48" LONG 5' 14'-] �•]" m DETAIF000IN EPL2/SO GDE 0" I g^WIDE X4"DEEP RE VOID CENTERED GARAGE FLOPS • g'_5 ' q'_@43 ' SLAB- SLOPE DOWN FROM DOWN '• BACK TO FRONT I TGW @ 100,0" `1� > SQUARE FOOTING (SEE TABLE I VOW 96'-]" _ I FOR TVP. THICKNESS AND 0 I lr REPAIR REQUIREMENTS) Rr 8"WIDE CONCRETE FOUNDATION WALLTOW@100'-0" OVER 16"WIDE x8"DEEP CONCRETE rowa 91'-0" LOWER FND. f. SPREAD FOOTING-TYP.@GARAGE I ... WALL DOOR AS (SEE TYR WALL SECTIONR I;; NEEDED DRAINAGE&REINFORNG CI •' REDUIREMENTSJ, RE'. DETAIL 4/SO0 I TOW @ 101"' ELEVATED WALL ' STEP STEP BOW 91' @PORCH/PATI O, I TOW TOW RE DETAIL 16/50.0 4" STEP STEP TOW p 3" DIA. ADJ. SCH 40 BOW & BOW TOW @100'-0" STEEL PIPE COLUMN — — — --- _ OW@ 96'_]" I 5 _0 4' 0 51-0"VOID 3'-0" 5'-0"VOID.TOW � 0 - @ 98'-]' 5'-0 54 BOW@ 967" LD ERS TOW 101-0 HAUNCH RE 12/SO 0 . BUILDER MAY BUILD OUH DO RN OW 96 '- ] " r — — PORCH 4 CONCRETE SLAB ON GRADE- -'PER - BASEMENT NT DEPTH� USE L •• — -- -- SLOPEH FOOT AWAY FROM BUILDING — TOW@VERIFY .'• SAME SIZE FOOTING m TO 6 TOPBELO F WALLOP CONCRETE DRIVE SLAB ON GRADE • OW @VER.FV I OW @'Y 6^i SLOPE _o AWAY FROM BUILDING ELEVATION STEP OW@ 96'-]" p p TOW p i = I -, y ^'• ' : ' . 1�� �1�� I 8" WIDE CONCRETE FOUNDATION WALL OVER 3" 1_] "2 5'-0"VOID 2'-0" 5'-0"VOID -0" 16"WIDEx8"DEEP CONCRETE SPREAD FOOTING -TVP. @PORCH (SEETYP. WALL SECTION FOR DRAINAGE & REINFORCING 1'-2" 1'-2" CENTER HAUNCH REDUIREMENTS), RE'. DETAIL 8/SO0 @SIDEWALK 16 4 z'a" 9FT BASEMENT FOUNDATION PLAN 13'-0" SCALE: 1/4" = Vi BACKCOUNTRY RANCH ELEVATION P Wstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com of sN heat �i O pi2a(R9 r M W M Ur J W O M 70 O LL o =O zz O Q U U Q J N 0. O C3) M W 70 WLO lia) O� 0 O a.� O � CD Cn L 19356 COPYRIGHT 2021 This mcumen is an instrument of service, and as such remai ofthins the property of the Architect Permission for use of this document Is Ilmlletl and can be extended only by written agreemen[w tlt EVstutllo, LLC. REVISION PERMIT SET DATE: 03/29/2021 DRAWN BY: LBV CHECKED BY: RRM FOUNDATION PLAN S1.10 From: no-reolv(alci.wheatridae.co. us To: CommDev Perm is Subject: Online Form Submittal: New Residential Construction Date: Monday, April 5, 202111:10:06 AM New Residential Construction THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Property Address 5362 Pierson Court Property Owner Name GH Colorado LLC Property Owner Phone 7205051880 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email zmetcalf@wonderlandhomes.com Address Attach City of Wheat City of Whet Ridae Payment Form - GH Colorado, LLC.odf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" APPLICANT INFORMATION Applicant Name GH Colorado LLC What is your role in the Property Owner project? Contact Phone Number 7205051880 (enter WITH dashes, eg 303-123-4567) Contact Email Address zmetcalf@wonderlandhomes.com for Plan Review Comments Retype Contact Email zmetcalf@wonderlandhomes.com Address DESCRIPTION OF WORK Detailed Scope of Work - Example: New single family home with 2 car attached garage Square Footage of New Construction Upload Proof of Submission to Water Department Upload Proof of Submission to Sanitation Department Upload Soils Report Engineering Letters and Other Letter Size Attachments Energy Calcs Construction Plans scanned on 11'x17" or larger Station 53 - New Single Family Detached Home with a 2 car attached garage - 3037 sgft (131 / Lot 13) KI8xrl 2021.02.16 Tan Aoolication Soreadsheet.odf Quail Run Block 1. Lot 13 .Ddf 2021-0405 Station 53 SFD SF3 BR 5362 Pierson Ct., Lot 13TDdf Project Value (contract 227459 Liv Space Unfinished Basement 2907 0 $122.48 $22.45 $355,991.22 $0.00 value or cost of ALL Fmad Basement 1181 $32.50 $37,732.50 Garage 530 $48.30 $25,599.00 materials and labor) pow. ded. paW 244 $17.58 $4,284.84 1 $423,807.38 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 tach Metcalf 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. Reviewed by the City of Wheat Ridge �► i, Engineering Division r APPROVED Jordan Jefferies BY: DATE: 4/27/2021 COMMENTS: A grading certification with ILC or updated CCP required prior to CO Reviewed for Zoning Compliance by the City of Wheat Ridge Planning Division APPROVED BY: �VVIDATE: April 1'49-,2021 COMMENTS: Approved with conditions No C.O. may be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. All landscaping shall be installed in accordance with the approved landscape plan (Case No. WZ-18-13) prior to C.O. and pursuant to the phasing identified in the Subdivision Improvement Agreement. Per the SIA, installation of landscaping, street trees, and irrigation is not required prior to Certificate of Occupancy if issuance of the C.O. occurs outside of the planting season, generally October to June. As part of the foundation inspections and PRIOR TO proceeding with any further construction/inspections, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. USE CITY'S STANDARD FORM. One (1) street tree is required prior to C.O. l ifs ��f '��MAlUtlli?' L�lti'lLL�r►tih�l •� APPROVED Mike Theisen 05/07/2021 Plans Exanww Dale MW is�04winto *W464000— W--&dkW% •+e,iW.aif oe s.�te'wt lik4 arsa.are�ser+(''°L• �Ac ti�6w+6t -w , tee P—k- Nv i..any, :Mr,ur. a.rarp si.a.n. w.,ae, p..,.,n.q•tio,q/aon.la�i� w�loir °r cwv_i etir,psa.�be..( ee�,�wfi�.g .,AN wvi"vVOWran c10* pry av#'9 i tie "A& O N O N Q CO N CO � M � J N a O N Lo 0 � � H N s v a. 1 3 U 0 1 -- LU W LU J .0 60 TRACT A SITE PLAN - SFD SCALE: 1 " = 30'-0" i W. 54TH AVENUE W. 53RD DRIVE TRACT E TRACT B TRACT E S :s M PIERSON CT S30 BACKCOUNTF f F T • . � d. W. 53RD PLACE I d� TRACT A SITE PLAN - SFD SCALE: 1 " = 30'-0" i W. 54TH AVENUE W. 53RD DRIVE TRACT E TRACT B TRACT E S :s M PIERSON CT S30 BACKCOUNTF f F T • . � d. W. 53RD PLACE 0 1 15'-0" R.S. 8'-0" P.U.E. North 4 t ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com ok\pJheal TRAC D M M O O OD ° o J 0 J O Cl) 0 U W 2 Q w & � O _ 00 (n04 N � 43 M Q O W a)J W Ct_ .j a 0 }; U Z o U O L V � 0 1 15'-0" R.S. 8'-0" P.U.E. North 4 t ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com ok\pJheal M M O O OD U o J 0 J O Cl) 0 U W 2 Q w & � O _ 00 (n04 N � M Q O W a)J W Ct_ .j a 0 }; U Z o U O L V � N (fl M 0-2187A.4 (� Ff3 ASC DRAWN BY: MM CHECKED BY: CE PROJECT NO: 2018013.20 ISSUE DATE: 04/05/2021 REVISIONS: SHEET TITLE: SITE PLAN SHEET NUMBER: A000 c U) Q U L0 O C 7 O � N C) r I W Z � I M �o c m �a CS LL N Cn M Cl) 0 o - N 27)C U0 . i� E Elt> 0 J O N O N F.O.S. F.O.S. cn O LL I I I I I I I I I I I I I I I I I 3 I A102 -BR I I I I I I I I I I I I I I I I I I I I I I I I Cf) Co O O� LL LL - - FOUNDATION PLAN - OPT. GARAGE SCALE: 1/4" = V-0" F.O.S. 34'-0" 16'-11 1/2" Lo 17'-0 1/2" F.O.S. 21 '-0" 34'-0" V-2" 13'-0" 2 F.O.S. F.O.S. A110 -BR OPT. FINISHED BASEMENT FLOOR PLAN 102 -BR SCALE: 1/4" = 1'-0" Cn O LL 2 VBR Cn O LL 2 WET BAR OPTION A102 -B SCALE: 1/4" = 1'-0" PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNO. 2. REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS. 4. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5. ALL INTERIOR PARTITIONS TO BE 2X4, UNO. 6. ALL EXTERIOR WALLS TO BE 2X6, UNO. 7. PROVIDE WOOD FRAMING SPACED NO GREATER THAN 16" O.C. WITHOUT BLOCKING AT TUB/SHOWER SIDEWALLS AND CEILINGS, 24" ON CENTER WITH BLOCKING WHEN USING 1/2" DENSSHEILD TILE BACKER, OR 24" ON CENTER WITH 5/8" DENSHSHIELD FIREGUARD (20 GAUGE STEEL STUDS ARE REQUIRED FOR TILE APPLICATIONS). PLAN KEYNOTES 1 CONCRETE FOUNDATION WALL PER STRUCTURAL, DAMP-PROOF WHERE BELOW GRADE 2 LINE OF FOUNDATION / GRADE BEAM ABOVE, PER STRUCTURAL PLANS 3 CONCRETE SLAB, PER STRUCTURAL PLANS 4 COLUMN PER STRUCTURAL PLANS 5 FURNACE, COORDINATE W/ MECH. 6 WATER HEATER, COORDINATE W/ MECH. 7 FLOOR DRAIN 8 SUMP PIT & ELEC. PUMP, COORDINATE W/ MECH. 9 SOIL GAS MITIGATION SYSTEM, COORDINATE VENTING 10 WALL FURRING W/ INSULATION 11 22" x 30" ATTIC ACCESS HATCH 12 WOOD STAIRS, FINISH PER BUILDER 13 WOOD HANDRAIL, PER APPLICABLE CODES 14 HOSE BIBB, VERIFY LOCATION W/ BUILDER 15 BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 16 UPPER CABINET PER BUILDER'S SPECIFICATIONS 17 SOFFIT OR LINE OF CEILING PLANE CHANGE ABOVE 18 42" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL 19 EGRESS WINDOW WELL WITH LADDER PER APPLICABLE CODES 20 DWELLING / GARAGE SEPARATION PER APPLICABLE CODES 21 SOLID WOOD 20 MIN FIRE RATED DOOR W/ SELF CLOSER, PER APPLICABLE CODES 22 PROVIDE 5/8" TYPE "X" GYPSUM BOARD TO UNDERSIDE OF ENCLOSED USABLE SPACE AT STAIRS AND LANDING 23 OPTIONAL BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 24 OPTIONAL UPPER CABINET PER BUILDER'S SPECIFICATIONS 25 36" COOKTOP 26 FREE-STANDING TUB, PER BUILDER'S SPECIFICATIONS 27 CONCRETE CURB LINE, TYP. AT ALL GARAGES 28 TUB, PER BUILDER'S SPECIFICATION 29 36" FRIDGE SPACE 30 WATER CLOSET 31 36" RANGE 32 TECH DESK 33 SHOWER/PAN PER BUILDER'S SPECIFICATION 34 OPTIONAL PLUMBING ROUGH -IN 35 EXTERIOR RAILING, AS REQUIRED 36 FIREPLACE, PER BUILDER'S SPECIFICATIONS ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com okNlheal M M M o Lo 00 0 Z 7CO O 0 O 0 CO U 2 0 w = M D M a--+ Z co < z LU W C) C) Z �z 00 o< C: 0 U) L W Z � O 3: a B-2187 ARO�� DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 04/05/2021 REVISIONS: SHEET TITLE: OPT. FINISHED BASEMENT PLAN SHEET NUMBER: A1 02 -BR OPT. DW Fo-E 111 �23L Co 11 2'- 1 OPT. REF. J 2'-1 1/2"' 3'-7" 2'-4 1/2"'V-0'; Co23 _J 2 WET BAR OPTION A102 -B SCALE: 1/4" = 1'-0" PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNO. 2. REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS. 4. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5. ALL INTERIOR PARTITIONS TO BE 2X4, UNO. 6. ALL EXTERIOR WALLS TO BE 2X6, UNO. 7. PROVIDE WOOD FRAMING SPACED NO GREATER THAN 16" O.C. WITHOUT BLOCKING AT TUB/SHOWER SIDEWALLS AND CEILINGS, 24" ON CENTER WITH BLOCKING WHEN USING 1/2" DENSSHEILD TILE BACKER, OR 24" ON CENTER WITH 5/8" DENSHSHIELD FIREGUARD (20 GAUGE STEEL STUDS ARE REQUIRED FOR TILE APPLICATIONS). PLAN KEYNOTES 1 CONCRETE FOUNDATION WALL PER STRUCTURAL, DAMP-PROOF WHERE BELOW GRADE 2 LINE OF FOUNDATION / GRADE BEAM ABOVE, PER STRUCTURAL PLANS 3 CONCRETE SLAB, PER STRUCTURAL PLANS 4 COLUMN PER STRUCTURAL PLANS 5 FURNACE, COORDINATE W/ MECH. 6 WATER HEATER, COORDINATE W/ MECH. 7 FLOOR DRAIN 8 SUMP PIT & ELEC. PUMP, COORDINATE W/ MECH. 9 SOIL GAS MITIGATION SYSTEM, COORDINATE VENTING 10 WALL FURRING W/ INSULATION 11 22" x 30" ATTIC ACCESS HATCH 12 WOOD STAIRS, FINISH PER BUILDER 13 WOOD HANDRAIL, PER APPLICABLE CODES 14 HOSE BIBB, VERIFY LOCATION W/ BUILDER 15 BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 16 UPPER CABINET PER BUILDER'S SPECIFICATIONS 17 SOFFIT OR LINE OF CEILING PLANE CHANGE ABOVE 18 42" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL 19 EGRESS WINDOW WELL WITH LADDER PER APPLICABLE CODES 20 DWELLING / GARAGE SEPARATION PER APPLICABLE CODES 21 SOLID WOOD 20 MIN FIRE RATED DOOR W/ SELF CLOSER, PER APPLICABLE CODES 22 PROVIDE 5/8" TYPE "X" GYPSUM BOARD TO UNDERSIDE OF ENCLOSED USABLE SPACE AT STAIRS AND LANDING 23 OPTIONAL BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 24 OPTIONAL UPPER CABINET PER BUILDER'S SPECIFICATIONS 25 36" COOKTOP 26 FREE-STANDING TUB, PER BUILDER'S SPECIFICATIONS 27 CONCRETE CURB LINE, TYP. AT ALL GARAGES 28 TUB, PER BUILDER'S SPECIFICATION 29 36" FRIDGE SPACE 30 WATER CLOSET 31 36" RANGE 32 TECH DESK 33 SHOWER/PAN PER BUILDER'S SPECIFICATION 34 OPTIONAL PLUMBING ROUGH -IN 35 EXTERIOR RAILING, AS REQUIRED 36 FIREPLACE, PER BUILDER'S SPECIFICATIONS ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com okNlheal M M M o Lo 00 0 Z 7CO O 0 O 0 CO U 2 0 w = M D M a--+ Z co < z LU W C) C) Z �z 00 o< C: 0 U) L W Z � O 3: a B-2187 ARO�� DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 04/05/2021 REVISIONS: SHEET TITLE: OPT. FINISHED BASEMENT PLAN SHEET NUMBER: A1 02 -BR F.O.S. A111 -BR 0'-3 V0 1/4" 0'-3 5/8" oo F.O.S. 1 F.O.S. cn - - - - - - - - - - - - - - - - Lo vi O `? O CD 34'-0" - 4 r 4 I 16'11 1/2" 01 17'- 0 1/2" 2 3'-6" EQ EQ 3'-6" 5'-0" 7'-0 1/2" 5'-0" 01 BR ` - ---- - - - - --------- - - - - ----- - - - - -- vi A103 O 2040 FX (2) 2660 SH 2040 SH 1 p ° COVERED PATIO _ I Co — PDR 3S- 9'-0"CLG. Lo C? Fcno, bo - - - - - - - - 11'-2 1/2" 5'-9" I CV 3S I A103 -BR M STUDY N 2'-11/2" --- - - - - -- -- 4 9' - 0" CLG. ° 6080 SL �(2) 2660 SH ic) 11 Cl) 11 04 - 2 COVERED PATIO OPTION 2880C ----------------- --;----- - - - - -- 103-B SCALE: 1/4" = 1'-0" - O I o N 1 N FULL LITE 01I DOOR 10001 I N 2668 of I I I GREAT ROW N 16 N - 1'-6" 9'- 0" CLG. I OPT. �)--- --- REF°' I _ � WINE ---_N 15 N 29 N Cl) 17'-21/2" = I I N C I I Q C? Lo M N 0 3'-10 1/2" I 6'-9" co 2'-1 1/2", 2'-4 1/2" 1'-0"1 1 I I I I I --�j _ Co iv N N I I o Ho N5S 31 � IS1L01 1R 1S N O I 1 = I I - 2 A110 -BR O u' N 16)i 15) 15) 1 Co 1 o A111 -BR Lo _ I Lo Co I ��� JJ 1 1 DINING 1 N 1 0 owIOWN _ I I 9'- 0" CL.G. I I N' Cl) Cf) w v l ENTRY ov KITCHEN m0 9'-0"CL o 9'-0"CLG. I N 00 - Co F� I 0 I I `o Co- I �r o `n I I Eo F�------F --------------- / � 1 N rn I 18 I 1 Cl)1121 N -- --I 4 _ - - - 7980 CO - 1f A103 -BR 1'-10" 2'-3 1I - STEPS AS REQ'D 20 - - l i- - —2 X N LZ - DN --- o F.O.S. 1 ~ 1 — — III � w — — `t I TWO -CAR 6'-10 1 /2" Cl) 1'-9" _ _ 4'-5 1 /2" N ~ 5'-0" I 3068 OPT./ i GARAGE = 0'-4 1 /2"_ _ 01 01 CLG. VARIES Lo i1/2"' N o Lp 1 20'-6 1 /2" 6'-2"4 2'-4 1 /2" 4'-11 " Co 20 — 1 1 HALL 1 1 3068 OPT • _ I i 9' - 0" CLG. ti C:) 1 1 - II N j, FRAME -IN 1 27 1 --CD - �• ADDITIONAL, ; _I I `" I N 13 2X4 WALLCD CD 12 1 N 1 N — b I I I I 7'-9" U-10 1/2" 4'-5 1 1 � UP 1T 0'-4 1/2" b Co Lo C) C? Co Ix I� 2040 FX Co I TEMP 7 -3 1/2" -7 1 /2" b2-1 4 N " Lo o - O N N z00I I C6 ! — — — — — — — vi o l 1 0 �o z I I ----- 16080 OH - o - - - - - - - - - 0,_5„ 6,_8„ 6,_8„ 0. 5.. o �I I I ``'-C4) 4 4 Cl) w zl o °o I'. C: m EQ EQ 0 a > CS C? 21'-0" 13'-0" W N Cn w MCD M Co `� I 34'-0" w — O - J O 0 - - - - - E c� U) ffi, � 2 v� J F.O.S. F.O.S. J A110 -BR _4N _j a i O F.O.S. E ' � H LLQ tmco N 0 4 2 1/2 CAR GARAGE OPTION FIRST FLOOR PLAN - BR � J v 103-B SCALE: 1/4" = 1'-0" 103-B SCALE: 1/4" = 1'-0" 0 F.O.S. a F.O.S. (__5 FIREPLACE OPT. 103-B SCALE: 1/4" = V-0" PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNO. 2. REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS. 4. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5. ALL INTERIOR PARTITIONS TO BE 2X4, UNO. 6. ALL EXTERIOR WALLS TO BE 2X6, UNO. 7. PROVIDE WOOD FRAMING SPACED NO GREATER THAN 16" O.C. WITHOUT BLOCKING AT TUB/SHOWER SIDEWALLS AND CEILINGS, 24" ON CENTER WITH BLOCKING WHEN USING 1/2" DENSSHEILD TILE BACKER, OR 24" ON CENTER WITH 5/8" DENSHSHIELD FIREGUARD (20 GAUGE STEEL STUDS ARE REQUIRED FOR TILE APPLICATIONS). PLAN KEYNOTES 1 CONCRETE FOUNDATION WALL PER STRUCTURAL, DAMP-PROOF WHERE BELOW GRADE 2 LINE OF FOUNDATION / GRADE BEAM ABOVE, PER STRUCTURAL PLANS 3 CONCRETE SLAB, PER STRUCTURAL PLANS 4 COLUMN PER STRUCTURAL PLANS 5 FURNACE, COORDINATE W/ MECH. 6 WATER HEATER, COORDINATE W/ MECH. 7 FLOOR DRAIN 8 SUMP PIT & ELEC. PUMP, COORDINATE W/ MECH. 9 SOIL GAS MITIGATION SYSTEM, COORDINATE VENTING 10 WALL FURRING W/ INSULATION 11 22" x 30" ATTIC ACCESS HATCH 12 WOOD STAIRS, FINISH PER BUILDER 13 WOOD HANDRAIL, PER APPLICABLE CODES 14 HOSE BIBB, VERIFY LOCATION W/ BUILDER 15 BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 16 UPPER CABINET PER BUILDER'S SPECIFICATIONS 17 SOFFIT OR LINE OF CEILING PLANE CHANGE ABOVE 18 42" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL 19 EGRESS WINDOW WELL WITH LADDER PER APPLICABLE CODES 20 DWELLING / GARAGE SEPARATION PER APPLICABLE CODES 21 SOLID WOOD 20 MIN FIRE RATED DOOR W/ SELF CLOSER, PER APPLICABLE CODES 22 PROVIDE 5/8" TYPE "X" GYPSUM BOARD TO UNDERSIDE OF ENCLOSED USABLE SPACE AT STAIRS AND LANDING 23 OPTIONAL BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 24 OPTIONAL UPPER CABINET PER BUILDER'S SPECIFICATIONS 25 36" COOKTOP 26 FREE-STANDING TUB, PER BUILDER'S SPECIFICATIONS 27 CONCRETE CURB LINE, TYP. AT ALL GARAGES 28 TUB, PER BUILDER'S SPECIFICATION 29 36" FRIDGE SPACE 30 WATER CLOSET 31 36" RANGE 32 TECH DESK 33 SHOWER/PAN PER BUILDER'S SPECIFICATION 34 OPTIONAL PLUMBING ROUGH -IN 35 EXTERIOR RAILING, AS REQUIRED 36 FIREPLACE, PER BUILDER'S SPECIFICATIONS FIREPLACE OPT SCALE: 1/4" = 1'-0" First Floor - T.O. Plate I First Floor - T.O. Slab I 4 t ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com okNlheal M M M o Lo 00 O Z 7CO a O L O 0 W U 2 60 LU - = M ���aC) M a--+ Z M CU < z LU W C) C) Z �z 00 o0 U) L L.L W Z Lo O 3: j i r: ; JsLIlAa;a �iB-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 04/05/2021 REVISIONS: SHEET TITLE: FIRST FLOOR PLAN SHEET NUMBER: A1 03 -BR A111 -BR F.O.S. 1 F.O.S. 34'-0" 16-11 1/2" 17'-0 1/2" EQ EQ 2'-9 3/4" _ 8'-8" 5'-6 3/4" C6 (3) 3060 SH C6 O EGRESS O C? I 1 N = I c 0 L (0 - N CV O I 80 8 I MASTER BE 0 M °' VOL. ICLG. 2040 SH 2040 SH I I I 15 0 - I I � N o - MASTER BATHCOr C:) °' M 9'-0"CLG. N 19'-3" `n 3'-9 1 /2" ~ 6'-2 1/2" 4'-9" 0 26E8=) 14- � 1R 1S 0 00 N N 48" x 34" CV 00 S WER N 30 N PA 33 (n W.1. C. (n Cl) — 9' - 0" CLG. Cl) I I - I N Cl) 2R 2S 06 = CO __Eno 24 OPT. (D w 23 OPT. m w 11'-11 1/2" 7'-1 1/2" 14'-11" CV CD LAU DRY N LOFT co ti 9'-0 ~ o N = �r 9' - 0" CLG. L 1 BEDROOM 2 o 2 A110 -BR o 00 9' - 0" CLG. 00 M O A111 -BR N L0 LO F = ----1 O � 11 � iv (2668 L - - - J OM M CV 5068 o N 15 F — —1 ;t — ----- 2468 N 1- 1R 1S 0_ 1 FURN. I DN N N BA 2 BEDROOM 4 12 00 17=, rn28 00 9' - 0" CLG. LO C 0 9' - 0" CLG. 13 0'-10 1/2" 7 5'-3 1/2" 0'-6" '-3 1/2" 3'-9 1/2" 10'-3 1 2" 4'-9" CO 0X o w l 30 BATH 3 .0 2668 F--- 1 rn C) N 9'- 0" N _ O N 28 `r' CLIPPED SLOPE CEILING CLIPPED LCID(l 30) CEILING ABOVE CEILINGLr - NCID � � N 2'-8" (o ' N 3050 SH N W.I.C. EGR ILLLJ (, `�`� 9' - 0" CLG. :WE6'-3 1 /2%O� 8 1 /2" �0 15'-9" q 5'-3"l l, LO 10J N BEDROOM 3 1R 1S 1 11 IT 11 11 IT 11 1111 11 111 11 1 IT 11 11 IT 11 11 IT 11 a, 9'-0"CLG. � 1R 1S CD U) ry Li 11N W.I.C. o N 9'-0"CLG. U N `n 2468 LO O O N i m 11 IT 11 11 IT 11 11 111 1111 i1h, C6 Z O O � N Z LL CO CO LL a Q' I i7 N 1 N W co ZW LLJ I ............ ...... ............ ............ ............ C) 6060 SLDR=111 IT 11 111-1 11 111-1 11 11 IT 11 11 IT 11 11 IT 11 111-1 11 11 IT 11 11 IT 11 1111 p EGRESS a o EQ EQ w N LL W 6'-0" 9'-0" 6'-0" 13'-0" w 34'-0" Dw 00 COCD N _ _ .U) � � J F.O.S. F.O.S. J A110 -BR a o E ' � H LLQ m � a mMo SECOND FLOOR PLAN U 104 -BR SCALE: 1/4" = V-0" 0 PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNO. 2. REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS. 4. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5. ALL INTERIOR PARTITIONS TO BE 2X4, UNO. 6. ALL EXTERIOR WALLS TO BE 2X6, UNO. 7. PROVIDE WOOD FRAMING SPACED NO GREATER THAN 16" O.C. WITHOUT BLOCKING AT TUB/SHOWER SIDEWALLS AND CEILINGS, 24" ON CENTER WITH BLOCKING WHEN USING 1/2" DENSSHEILD TILE BACKER, OR 24" ON CENTER WITH 5/8" DENSHSHIELD FIREGUARD (20 GAUGE STEEL STUDS ARE REQUIRED FOR TILE APPLICATIONS). PLAN KEYNOTES 1 CONCRETE FOUNDATION WALL PER STRUCTURAL, DAMP-PROOF WHERE BELOW GRADE 2 LINE OF FOUNDATION / GRADE BEAM ABOVE, PER STRUCTURAL PLANS 3 CONCRETE SLAB, PER STRUCTURAL PLANS 4 COLUMN PER STRUCTURAL PLANS 5 FURNACE, COORDINATE W/ MECH. 6 WATER HEATER, COORDINATE W/ MECH. 7 FLOOR DRAIN 8 SUMP PIT & ELEC. PUMP, COORDINATE W/ MECH. 9 SOIL GAS MITIGATION SYSTEM, COORDINATE VENTING 10 WALL FURRING W/ INSULATION 11 22" x 30" ATTIC ACCESS HATCH 12 WOOD STAIRS, FINISH PER BUILDER 13 WOOD HANDRAIL, PER APPLICABLE CODES 14 HOSE BIBB, VERIFY LOCATION W/ BUILDER 15 BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 16 UPPER CABINET PER BUILDER'S SPECIFICATIONS 17 SOFFIT OR LINE OF CEILING PLANE CHANGE ABOVE 18 42" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL 19 EGRESS WINDOW WELL WITH LADDER PER APPLICABLE CODES 20 DWELLING / GARAGE SEPARATION PER APPLICABLE CODES 21 SOLID WOOD 20 MIN FIRE RATED DOOR W/ SELF CLOSER, PER APPLICABLE CODES 22 PROVIDE 5/8" TYPE "X" GYPSUM BOARD TO UNDERSIDE OF ENCLOSED USABLE SPACE AT STAIRS AND LANDING 23 OPTIONAL BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 24 OPTIONAL UPPER CABINET PER BUILDER'S SPECIFICATIONS 25 36" COOKTOP 26 FREE-STANDING TUB, PER BUILDER'S SPECIFICATIONS 27 CONCRETE CURB LINE, TYP. AT ALL GARAGES 28 TUB, PER BUILDER'S SPECIFICATION 29 36" FRIDGE SPACE 30 WATER CLOSET 31 36" RANGE 32 TECH DESK 33 SHOWER/PAN PER BUILDER'S SPECIFICATION 34 OPTIONAL PLUMBING ROUGH -IN 35 EXTERIOR RAILING, AS REQUIRED 36 FIREPLACE, PER BUILDER'S SPECIFICATIONS ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com okNlheal 47i IDV4\c' M O M o Lo 00 0 Z 7CO O 0 O 0 W U 2 O LU = M D o M Z M J z W > < < W a C) C) Z �z 00 0 U) L W (0 Z Lo O 3: . �aw A Mmm� a B-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 04/05/2021 REVISIONS: SHEET TITLE: SECOND FLOOR PLAN SHEET NUMBER: A1 04 -BR N c U) 0 Q U L0 0 'c �o � N C) r I Z � I M �o c m d CS LL N Cn M Cl) 0 o - N 27)c U0 . i� E Elt> 0 J O N O N F.O.S. F.O.S. F.O.S. 4 LEFT - GARAGE OPT. 110-6_�l SCALE: 1/4" = 1'-0" Second Floor First Floor - T.O. Plate First Floor - T.O. Slab Basement - T.O. Plate (� LEFT - BR 110-B SCALE: 1/4" = V-0" F.O.S. � I Second Floor _First Floor - T.O. Plate First Floor - T.O. Slab _Basement - T.O. Plate FRONT - GARAGE OPT. SCALE: 1/4" = V-0" 3 YAIIO-_BR I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I l Secon First Floor - T.O. Plate First Floor - T.O. Slab Basement - T.O. Plate Basement - T.O. Slab Z J IL w w U) U) w tY ELEVATION NOTES 1. ELEVATION DRAWINGS DEPICT DESIGN INTENT ONLY. SEE STRUCTURAL DRAWINGS FOR FOUNDATION AND FRAMING SPECIFICATIONS. 2. GRADE LINES INDICATED ARE APPROXIMATE. BUILDER TO COORDINATE SITE SPECIFIC GRADING AT EACH LOT. PROVIDE POSITIVE SLOPE GRADING AWAY FROM STRUCTURE AT EACH LOT. 3. REFER TO ROOF PLANS FOR ROOFING MATERIAL, SLOPE AND BEARING INFO. 4. TYPICAL WINDOW HEAD HEIGHT TO BE AS FOLLOWS, REFER TO ELEVATIONS FOR NON -TYPICAL CONDITIONS: BASEMENT: 7'-1" A.F.F. FIRST FLOOR: 8'-1"A.F.F. SECOND FLOOR: 8'-1"A.F.F. 5. ALL MANUFACTURED TRIM AND SIDING MATERIALS SHALL BE PAINTED. 6. ALL EXPOSED WOOD POSTS, BEAMS, AND TRIM SHALL BE PAINTED PER FINISH SPECIFICATIONS. 7. GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AT ALL ROOF DRAINAGE CONDITIONS. COORDINATE LOCATIONS w/ BUILDER. ELEVATION KEYNOTES - BR 1 ASPHALT SHINGLES 2 LAP SIDING W/ 6" REVEAL 3 BOARD AND BATTEN SIDING 4 PAINTED TRIM, SMOOTH FINISH 5 STONE VENEER 6 GUTTER - VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN FIELD WITH BUILDER 7 GARAGE DOOR PER SPECS 8 8'- 0" ENTRY DOOR PER SPECS 9 10" x 18" GABLE VENT 10 EXTERIOR RAILING, AS REQUIRED F.O.S. F.O.S. 2 FRONT - BR 110-6_�l SCALE: 1/4" = 1'-0" Second Floor - T.O. Plate Second Floor First Floor - T.O. Plate First Floor - T.O. Slab _Basement - T.O. Plate ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com \N heal M M o Lo 00 0 Z 70 O 0 O 0 Cl) W O w = M �U) C) M a--�z M Q w w 0t�C) z �z 0 0 J 0 U) L W n (C) Z Lo O 3: Mww� a B-2187 ARO` DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 04/05/2021 REVISIONS: SHEET TITLE: BUILDING ELEVATIONS SHEET NUMBER: A1 1 0 -BR m c U) N ry 0 UO N L0 O O N Z �o Z a OI 0 c N W -0ZI 0 o H � c D c m � d W CS LL N Cn W M M in C W 00 o% N _ _ a, (9 U) J 4 a E o ' � H LLQ � N � - as E (n O 0 _3 U F.O.S. F.O.S. F.O.S. Second Floor First Floor - T.O. Plate First Floor - T.O. Slab Basement - T.O. Plate RIGHT - COVERED PATIO OPTION h_h F.O.S. F.O.S. h_h h_h h2h RIGHT - BR F.O.S. REAR - COVERED PATIO OPTION 0 111-13 l SCALE: 1/4" = 1'-0" �A111-13 l SCALE: 1/4" = 1'-0" 111-B SCALE: 1/4" = 1'-0" Second Floor First Floor - T.O. Plate First Floor - T.O. Slab Basement - T.O. Plate Second Floor - T.O. Plate Second Floor First Floor - T.O. Plate First Floor - T.O. Slab Basement - T.O. Plate z J w w U) U) W ELEVATION NOTES 1. ELEVATION DRAWINGS DEPICT DESIGN INTENT ONLY. SEE STRUCTURAL DRAWINGS FOR FOUNDATION AND FRAMING SPECIFICATIONS. 2. GRADE LINES INDICATED ARE APPROXIMATE. BUILDER TO COORDINATE SITE SPECIFIC GRADING AT EACH LOT. PROVIDE POSITIVE SLOPE GRADING AWAY FROM STRUCTURE AT EACH LOT. 3. REFER TO ROOF PLANS FOR ROOFING MATERIAL, SLOPE AND BEARING INFO. 4. TYPICAL WINDOW HEAD HEIGHT TO BE AS FOLLOWS, REFER TO ELEVATIONS FOR NON -TYPICAL CONDITIONS: BASEMENT: 7'-1" A.F.F. FIRST FLOOR: 8'-1"A.F.F. SECOND FLOOR: 8'-1"A.F.F. 5. ALL MANUFACTURED TRIM AND SIDING MATERIALS SHALL BE PAINTED. 6. ALL EXPOSED WOOD POSTS, BEAMS, AND TRIM SHALL BE PAINTED PER FINISH SPECIFICATIONS. 7. GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AT ALL ROOF DRAINAGE CONDITIONS. COORDINATE LOCATIONS w/ BUILDER. ELEVATION KEYNOTES - BR 1 ASPHALT SHINGLES 2 LAP SIDING W/ 6" REVEAL 3 BOARD AND BATTEN SIDING 4 PAINTED TRIM, SMOOTH FINISH 5 STONE VENEER 6 GUTTER - VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN FIELD WITH BUILDER 7 GARAGE DOOR PER SPECS 8 8'- 0" ENTRY DOOR PER SPECS 9 10" x 18" GABLE VENT 10 EXTERIOR RAILING, AS REQUIRED F.O.S. F.O.S. X (--1� REAR - BR 111 -BR SCALE: 1/4" = V-0" nor - T oor -1 ent - T.O. Plate ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com \N heal M M M o Lo 00 0 Z 7CO O L 0 0 CO U 2 O w = M �U)�oC) M a--� Z M CU Q w w C) C) Z �z o O J 0 U) L- a) N W n (0 Z Lo O 3: Mww� 4 B-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 04/05/2021 REVISIONS: SHEET TITLE: BUILDING ELEVATIONS SHEET NUMBER A111 -BR City of SINGLE FAMILYIDUPLEX �Wheat�idge BUILDING PERMITAPPLICATIONREVIEW COMMUNITY DEVELOPMENT Date: 4/23/2021 Location: 5362 Pierson Ct ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a single-family home located at the above referenced address. Please note the comments checked below. 1. Drainage: a. Drainage Letter & Plan required: ✓ YesNo b. Site drainage/grading plan have been reviewed and are: ✓ OK RNOT OK; refer to stipulations. 2. Public Improvements required & to be completed withro ect: a. street paving/patching: Yes No ✓ Completed b. curb & gutter: Yes No ✓ Completed c. sidewalk: Yes No ✓ Completed d. Other (specify): Yes No ✓ Completed For items not constructed, the amount of funds taken in lieu of construction: S 3. V Does all existing roadway/alley R.O.W. meet the standards of the City: M Yes n No If not, what is required? If R.O.W. is required, has the deed been received: IVI Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. V APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. 5.0 Signature 4/23/2021 Date Stipulations: A grading certification along with ILC or updated CCP will be required prior to issuance of certificate of occupancy. 6. 0 A Drainage Certification Letter accompanied by As -Built plans from the Engineer -of -Record shall be required prior to the issuance of the Certificate of Occupancy. 7. V NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2020 V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 ENGINEERING DEVELOPMENT REVIEW FEES Date: 4/23/2021 Location of Construction: 5362 Pierson Ct Purpose of Construction: Single-family home Single Family JF71� Commercial El Multi -Family _a Sitework El Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 Commercial/Multii-Family Review Fees: (Fees include reviews of the l't and 2nd submittals) • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents: ................ $600.00 • Traffic Impact Study Review Fee :.................................................... $600.00 • Trip Generation Study Review Fee :................................................... $200.00 • Stormwater Management Plan (SWMP) Review Fee :....................... $200.00 • O & M Schedule Review & SMA Recording Fee ............................. $100.00 • Construction Control Plan.................................................................. $100.00 $ 100.00 $ 50.00 'Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes requested by staff have not been fully made to the civil/slormwater/traffic documents, further reviews will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3`d submittal ('h initial review fee): .................................................... $300.00 $ 4' submittal (full initial review fee): ................................................. $600.00 $ All subsequent submittals:................................................................. $600.00 X = $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): $150.00 PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE LICENSING AND PERMITTING FEES REQUIRED TO CONSTRUCT IMPROVEMENTS AND UTILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 04/20 V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATE: 4/23/2021 ADDRESS: 5362 Pierson Ct Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 720-429-6051 Sincerely, Signature CC: File w .ci.wheatridgexo.us Rev 0420 Page 1 of 2 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT 202-CO NNE CH ON FEE SEWER CONNE CH ON APPLICATION ADDRESS LIST AND CONNECTION CALCUALTI ONS (2020 tap fee per SFE'. $4,39)) Stab out Fee Stub out Credit =l/2 Protect QuailRunWonderland Homes at Station 53 Fee/SERE= $500.00 Stub out Fee = $250.00 Service Fee Inspect Met o1.0 CCEWSD10 (6 no Fee= SFE Cost= $4,550.00 SFE= $4,550.00 $90/Unit $90.00 $100/Unit $100.00 Net 6 m Single Family (1) Connection Service Inspect Total Multi Fanny / Parcel Number Stub Out Fee Credits- Connection wuhStub Fee Fee Conner[ Paid NetAd)ust Lot Block/ Building Comm. Retail (2) Legal Street Address (APN) UNITS Meter Size SFE Equivalents Stub out Fee Credit Taps Net SEE Cost Credit $90/unit $100/Unit Fee Amount toDistrict 1 1 1 11187 W. 53rd Dr. SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 2 1/SF 1 11175 W. 53rd Dr. SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,040.00 $0.00 3 1/SF 1 11163 W. 53rd Dr. SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,040.00 $0.00 4 1 1 11151 W. 53rd Dr. SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,040.00 $0.00 5 1 1 11139 W. 53rd Do SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,040.00 $0.00 6 1 1 11127 W. 53rd Dr. SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 7 1 1 11115 W. 53rd Dr. SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 8 1 1 11103 W. 53rd Dr. SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 9 1 1 5394 Pierson C2 SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 10 1 1 5386 PIersonQ SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 11 1 1 5378 PIersonQ SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 12 1 1 5370 PI arson C2 SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 13 1 1 5362 PIersonQ SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 14 1 1 5354 PIersonQ SF 1.0 3/4" 1.0 $500.00 $250.00 1.0 $9,100.00 $8,850.00 $90.00 $100.00 $9,040.00 $9,090.00 1 2/Bldg'1 2 5396 Quail St $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 2 2/Bldg'1' 2 5392 Quail St $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 3 2/Bldg'1' 2 5388 Quail St 5 -PLED 5 1" 4.8 $2,500.00 $1,250.00 4.8 $43,680.00 $42,430.00 $450.00 $500.00$99,980.00$94,290.00 -$910.00 4 2/Bldg'1' 2 5384 Quail St $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 5 2/Bldg'1' 2 5380 Quail St $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 6 2/Bldg'2' 2 5376 Quail St $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 7 2/Bldg'2' 2 5372 Quail St $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 8 2/Bldg'2' 2 5368 Quail St 15PLED5 1" 4.8 $2,500.00 $1,250.00 4.8 $43,680.00 $42,430.00 $450.00 $500.00$99,980.00$42,28200 $1,098.00 9 2/Bldg'2' 2 5364 Quail St $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 10 2/Bldg'2' 2 5360 Quail St $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 11 2/Bldg'3' 2 11176 W. 53rd Dr. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 12 2/Bldg'3' 2 11168 W. 53rd Dr. APLEX 4 1" 4.8 $2,000.00 $1,000.00 4.8 $43,680.00 $42,680.00 $360.00 $400.00$99,990.00 $93,490.00 13 2/Bldg'3' 2 11160 W. 53rd Dr. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 14 2/Bldg'3' 2 11152 W. 53rd Dr. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 15 2 2 .53rd $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 16 2 2 53rdDr. APLEX 4 1" 4.8 $2,000.00 $1,000.00 4.8 $43,680.00 $42,680.00 $360.00 $400.00$99,490.00 $93,490.00 17 2 2 .53rd Do $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 18 2 2 W.53rdDr. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 19 2 2 5389 Pierson Q $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 20 2 2 5387 PIersonQ APLEX 4 1" 4.8 $2,000.00 $1,000.00 4.8 $43,680.00 $42,680.00 $360.00 $400.00$99,490.00 $93,490.00 21 2 2 5385 Pierson Q$000 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 22 2 2 5383 Pierson Q $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 23 2 2 5377 Pierson Q $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 24 2 2 5375 PIersonQ APLEX 4 1" 4.8 $2,000.00 $1,000.00 4.8 $43,680.00 $42,680.00 $360.00 $400.00$99,490.00 $93,490.00 25 2 2 5373 Pierson Q $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 26 2 2 5371 Pierson Q $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 27 2 2 5353 Pierson Q $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 28 2 2 5355 PIersonQ APLEX 4 1" 4.8 $2,000.00 $1,000.00 4.8 $43,680.00 $42,680.00 $360.00 $400.00$99,490.00 $93,490.00 29 2 2 5357 Pierson Q $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 30 2 2 5359 Pierson Q $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Page 1 of 2 Page 2 of 2 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT 202-CO NNE CH ON FEE SEWER CONNE CH ON APPLICATION ADDRESS LIST AND CONNECTION CALCUALTI ONS (2020 tap fee per SFE'. $4,39)) Stab out Fee Stub out Credit =l/2 Protect QuailRunWonderland Homes at Station 53 Fee/SERE= $500.00 Stub out Fee = $250.00 Service Fee Inspect Met o1.0 CCEWSD10 (6 no Fee= SFE Cost= $4,550.00 SFE= $4,550.00 $90/Unit $90.00 $100/Unit $100.00 Net 6 m Single Family (1) Connection Service Inspect Total Multi Fanny / Parcel Number Stub Out Fee Credits- Connection wuhStub Fee Fee Conner[ Paid NetAd)ust Lot Block/ Building Comm. Retail (2) Legal Street Address (APN) UNITS Meter Size SFE Equivalents Stub out Fee Credit Taps Net SEE Cost Credit $90/unit $100/Unit Fee Amount toDistrict 31 2 2 5361 Pierson Ct $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 32 2 2 5363 PI arson Ct 4PLEX 4 1" 4.8 $2,000.00 $1,000.00 4.8 $43,680.00 $42,680.00 $360.00 $400.00$93,990.00 $93,490.00 33 2 2 5365 Pierson Ct $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 34 2 2 5367 Pierson Ct $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 35 2 2 11177 W.53rd PI. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 36 2 2 11169 W. 53rd PI. 4PLEX 4 1" 4.8 $2,000.00 $1,000.00 4.8 $43,680.00 $42,680.00 $360.00 $400.00$93,490.00 $93,490.00 37 2 2 11161 W.53rd PI. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 38 2 2 11153 W.53rd PI. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 39 2 2 11131 W.53rd PI. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 40 2 2 11123 W. 53rd PI. 4PLEX 4 1" 4.8 $2,000.00 $1,000.00 4.8 $43,680.00 $42,680.00 $360.00 $400.00$93,490.00 $93,490.00 41 2 2 11115 W5rd PI. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 42 2 2 11107 W5rd PI. $0.00 $0.00 0.0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Page 2 of 2 DATE: 4/27/2021 COMMENTS: A grading certificatin with ILC or updated CCP required prior to CO �Op REG, .:._ S. �'%L LN •1IIII ' Affil MA 1 1 1 1 LOT 12 McDaniel Damal 211 1 1111saa.m 8' P.U.E. • • 5' HOA b. i 13 AF LOT 14 6j> 13% 16'.1 17% 6 T 17.0' In ss3 SF"NOTE: STEP BACKCOUNTALONG TMS WALL 6\ #53- LINE TO ACHIEVE N FULL BAo FINISHED GRADE m 9' WASHOWN. THIS MAY syn FF -71.20 AFFECT TOF=0 oo FOUNDATION oa NDESIGN. �00N 69 7 9'g'1SLAB rrIRERis EXTENDED tH8 2 CAR GARAGE one s" o;TOF=70.0 RISER13.0' 2 %HPP. 10%.6 0.7 Gal 12% 9,) PORCH 69_3 70.5 15% sgs 9. 2 % 6� PPRox. 68 3 E"UR s�' o W n RISERS N ao 68 3 N .5 6' U.E. ,1:16610101 1. EASEMENTS SHOWN ON THIS PLAN ARE TAKEN FROM 1 RECORDED PLAT AND MAY NOT SHOW ALL EASEMENTS OF RECORD. 2. THIS DOCUMENT REPRESENTS A PROPOSED BUILDING LAYOUT F APPROVAL BY ZONING AND BUILDING AUTHORITIES. ANY 0Th INFORMATION SHOWN IS INCLUDED BY THE CLIENT'S REQUEST AND FOR INFORMATIONAL PURPOSES ONLY. 3. RETAINING WALLS ARE DESIGNED HORIZONTALLY AND VERTICALLY T TO THE EXTENT NECESSARY TO FLATTEN STEEP SIDE OR REAR SLOF AND NEED TO BE DESIGNED AND CONSTRUCTED PER STRUCTURAL F GEOTECHNICAL SPECIFICATIONS BY OTHERS. 4. LOT AREA TAKEN FROM RECORDED PLAT. 5. SEWER AND WATER SERVICE LOCATIONS ARE TAKEN FROM 1 SUBDIVISION CONSTRUCTION PLANS AND SHOULD BE FIELD VERIF PRIOR TO HOUSE CONSTRUCTION. 6. NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE R LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WIT THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SUM BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF 1 CERTIFICATION SHOWN HEREON. THIS DRAWING DOES NOT REPRESE A MONUMENTED SURVEY AND IS ONLY INTENDED TO DEPICT 1 ACCOMPANYING LEGAL DESCRIPTION. U.E.=UTILITY EASEMENT S.E.=SIDEWALK EASEMENT DS=DROP SIDING/GRADE NOTE: RAISED EMK CONSULTANTS, INC. LAND DEVELOPMENT D y , NOTE: LOWER SIDING OR' -Y( .�\ NOTE: ADJUST GRADE AS VENEER ALONG SERVICES AND SOLUTIONS INDICATED SLOPE. ENGINEERING ®SURVEYING www.EMKC.com 7006 SOUTH ALTON WAY, BLDG. F CENTENNIAL, COLORADO 80112-2019 (303)694-1520 L OUNFINISHED BASEMENT -FULL PLOT PLAN JOB NO.: 13185.00 DRAWN BY: -9' BASEMENT WALLS -2.5 CAR GARAGE WONDERLAND HOMES DATE: 03/11// 2021 -F.P.0 GREAT ROOM -COVERED REAR PATIO W h eaj t Reviewed bythe Cityof Wheat Ridge '11, V �r 4. Engineering Division NO EXCEPTIONS TAKEN TRACT 0 (SKYLINE ESTATES FIL. 1) �G��d�n9 BY: Jordan Jefferies 6; .6 SO' 12'57"E 61.5 D� roc f 63.2 Fz nn' 1 6191T _ DATE: 4/27/2021 COMMENTS: A grading certificatin with ILC or updated CCP required prior to CO �Op REG, .:._ S. �'%L LN •1IIII ' Affil MA 1 1 1 1 LOT 12 McDaniel Damal 211 1 1111saa.m 8' P.U.E. • • 5' HOA b. i 13 AF LOT 14 6j> 13% 16'.1 17% 6 T 17.0' In ss3 SF"NOTE: STEP BACKCOUNTALONG TMS WALL 6\ #53- LINE TO ACHIEVE N FULL BAo FINISHED GRADE m 9' WASHOWN. THIS MAY syn FF -71.20 AFFECT TOF=0 oo FOUNDATION oa NDESIGN. �00N 69 7 9'g'1SLAB rrIRERis EXTENDED tH8 2 CAR GARAGE one s" o;TOF=70.0 RISER13.0' 2 %HPP. 10%.6 0.7 Gal 12% 9,) PORCH 69_3 70.5 15% sgs 9. 2 % 6� PPRox. 68 3 E"UR s�' o W n RISERS N ao 68 3 N .5 6' U.E. ,1:16610101 1. EASEMENTS SHOWN ON THIS PLAN ARE TAKEN FROM 1 RECORDED PLAT AND MAY NOT SHOW ALL EASEMENTS OF RECORD. 2. THIS DOCUMENT REPRESENTS A PROPOSED BUILDING LAYOUT F APPROVAL BY ZONING AND BUILDING AUTHORITIES. ANY 0Th INFORMATION SHOWN IS INCLUDED BY THE CLIENT'S REQUEST AND FOR INFORMATIONAL PURPOSES ONLY. 3. RETAINING WALLS ARE DESIGNED HORIZONTALLY AND VERTICALLY T TO THE EXTENT NECESSARY TO FLATTEN STEEP SIDE OR REAR SLOF AND NEED TO BE DESIGNED AND CONSTRUCTED PER STRUCTURAL F GEOTECHNICAL SPECIFICATIONS BY OTHERS. 4. LOT AREA TAKEN FROM RECORDED PLAT. 5. SEWER AND WATER SERVICE LOCATIONS ARE TAKEN FROM 1 SUBDIVISION CONSTRUCTION PLANS AND SHOULD BE FIELD VERIF PRIOR TO HOUSE CONSTRUCTION. 6. NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE R LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WIT THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SUM BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF 1 CERTIFICATION SHOWN HEREON. THIS DRAWING DOES NOT REPRESE A MONUMENTED SURVEY AND IS ONLY INTENDED TO DEPICT 1 ACCOMPANYING LEGAL DESCRIPTION. U.E.=UTILITY EASEMENT S.E.=SIDEWALK EASEMENT DS=DROP SIDING/GRADE NOTE: RAISED FOUNDATION WALL (TOF) y , NOTE: LOWER SIDING OR' -Y( .�\ NOTE: ADJUST GRADE AS VENEER ALONG SHOWN TO ACHIEVE THIS WALL LINE. INDICATED SLOPE. LEGAL DESCRIPTION 5362 PIERSON COURT, LOT 13, BLOCK 1, QUAIL RUN FINAL PLAT, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SETBACKS Z FRONT: 10' HOUSE, 15' GARAGE (BOW) G R A P H I CO, S C A REAR: 15' SIDE: 5' SIDE -CORNER: 10'1 Of w h e,3 Q . V u, m J O C G:�djn9 pis. August 12, 2020 Wonderland Homes 8246 Northfield Boulevard Building J, Suite #2600 Denver. Colorado 80238 Subject: Soils and Foundation Summary Letter Quail Run Block 1, Lot 13 Wheat Ridge, Colorado Project No. DN49,619-120-R1 I N C O R P•O R A T E D I HOME BUYER ADVISORY Expansive and compressible soils and expansive bedrock are present at this subdivision; which results in a geologic hazard. This letter describes the soil conditions on this lot more specifically. Prospective home buyers are strongly advised to read this letter and the referenced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 56 lots within Quail Run and presented results in a report dated July 30, 2020. This letter presents a summary of our findings and recommendations for the sub- ject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and com- paratively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils and bedrock swell as they increase in moisture and are referred to as expansive soils. Other soils can compress significantly upon wetting and are identified as compressible soils. Most of the land available for development east of the Front Range is underlain by expansive clay or claystone bedrock near the surface. The soils that exhibit compressible behavior are more likely west of the Continental Divide; however, both types of soils occur throughout the state. Expansive and compressible soils and expansive bedrock as well as shal- low groundwater that may affect basement construction are present at this subdi- vision, which constitutes a geologic hazard. There is risk that foundations and slab -on -grade floors will experience heave or settlement, and damage. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irriga- tion and changing drainage patterns, leads to an increase in subsurface moisture conditions. Thus, some soil movement due to heave or settlement is inevitable. Wonderland Homes elected to perform sub -excavation of the soils to reduce po- tential movements. Our records indicate sub -excavation was effective. A more detailed discussion of the sub -excavation process is presented in Exhibit C. Sub - excavation will not eliminate potential movements, it is intended to reduce total and differential movement. It is likely some cosmetic distress will occur (dry wall cracks, slab heave and cracks, etc.). Fill can also soften and compress upon wet- ting. It is critical that all recommendations in this report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. 1971 West 121h Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-8254252 .l � `N heat �'�' U m A�,�/n9 DN soc After construction, homeowners musCassume responsibility for maintaining the structures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 16 feet of fill, 7 feet of sandy clay, and 5 feet of claystone bedrock underlain by sandstone bedrock to the maximum depth explored of 30 feet. No groundwater was encountered during this investigation. The clayey soils and bedrock are ex- pansive. Use of footings with minimum deadload is recommended. A structurally supported basement floor is recommended. Further details are described in fol- lowing paragraphs. Based on our investigation, predominantly low to moderate swelling mate- rials are present at depths likely to influence shallow foundation and slab perfor- mance, and we believe there is low to moderate risk of ground movement suffi- cient to damage slabs -on -grade and foundations. The risk of foundation and slab movements can be mitigated, but not eliminated, by careful design, construction, and maintenance procedures. We believe the recommendations in this report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and homebuyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to homebuyers that describes swelling soils and includes recommenda- tionsfor care and maintenance of homes constructed on expansive soils. Colo- rado Geological Survey Special Publication 431 was designed to provide this in- formation. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 0.6 to 0.7 percent when wetted. Based upon re- sults of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab installation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots in- cluded in this investigation could heave less than 0.5 -inch to 3.2 inches and the basement floor slabs could heave less than 0.5 -inch to 2.0 inches. The calculated potential heave for this lot is 1.3 inch at the ground surface and 0.9 inch at basement level. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. �"A Guide to S ening Soils for Colorado Homebuyers and Homeowner ;Second Edition Revised and Updated by David C. Noe, Colorado Geologio I Survey, Department of Natural Resouro s, Denver Colorado, 200]. oUAIL RUN BLOCK I, LOT 13 .l � `N heat �'�' U m 0 4/�o,.n9 DN\g C Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation with minimum deadload. Footings should be designed for a maximum allowable soil pressure of 3,000 psf with a minimum deadload pressure of 1,000 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. There should be a 4 -inch continuous void between the footings to concentrate the deadload, if interrupted footings are necessary. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests basement walls can deflector rotate slightly under normal design loads and that this deflection typically does not affect the structural integrity of the walls. We rec- ommend design of the basement walls on this lot using an equivalent fluid den- sity of at least 60 pounds per cubic foot. This value assumes slight deflection of the wall can occur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the lowest excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provi- sion of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are criti- cal to the satisfactory performance of foundations, slabs -on -grade, and other im- provements. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evalua- tion, primarily because the methods used to develop geotechnical recommenda- tions do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judg- mentand experience. Therefore, the recommendations presented in any ge- otechnical evaluation should not be considered risk-free. We cannot provide a guarantee that the interaction between the soils and a proposed structure will be as desired or intended. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will per- form satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the struc- ture and use appropriate practices regarding drainage and landscaping. ouni� RUN BLOCK I, LOT 13 .l � `N heat �'�' U m A�,�/ng DN soc As this letter is meant only as a summary of our findings and recommen- dationsfor the subject lot, we recommend home buyers review the Soils and Foundation Investigation from which this summary is taken. CTL THOMPSON, INC. Alan 1. Lisowy Aug 12 2020 ouni� RUN BLOCK I, LOT 13 E W heat U %R� ��Doyng O�i`�,� A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils and bedrock, samples were tested in the labora- tory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on -grade and the risk of poor slab performance. The results of a swell test on an individ- ual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profle, and other tests. This judgment has been described by the Colorado Association of Ge- otechnical Engineers (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, drive- ways, and sidewalks. CTL Thompson also performs potential heave calculations to aid in our judgment. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab pertormance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Pertormance Risk Category Representative Percent Swell' (500 psf Surcharge) Representative Percent Swell' (1000 psf Surcharge) Low Oto <3 OtoQ Moderate 3 to <5 2 to <4 High Sto <8 4to <6 Very High > 8 > 6 *Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment ofthe swelling characteristics of the soil and bedrock likely to inFluence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Over- all, the severity and frequency of slab damage usually is greater in high and very high rated ar- eas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab pertormance; more heave can occur. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace main level and gar- agefloors and exterior flatwork. The home buyer should be advised slabs -on -grade may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder oun�� RUN Exhibit A-1 BLOCK I, LOT 13 E W heat �R� warranty period. Heave or settlement re maintenance of finish details to control dam- - A� ���s age. Our experience suggests that soirl�m�o��ire increases below residence sites due to cover- ing the ground with the house and exterior flatwork, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to fve years. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas where slab movement and cracking are acceptable to the builder and home buyer. The International Residential Code (IRC R506) states that a flinch base course layer consisting of clean graded sand, gravel, crushed stone or crushed blast fur- nace slag shall be placed beneath below slab -on -grade floors (unless the under- lying soils are free -draining), along with a vapor retarder. Installation of the base course and vapor retarder is not common in this area. Historically, there has been some concern that installation of clean base course could allow wetting of expansive soils to spread from an isolated source. IRC states that the vapor retarder can be omitted where approved by the building official. The merits of installation of a vapor retarder below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder is more benef tial below concrete slab -on -grade floors where floor coverings, painted floor surtaces, or products stored on the floor will be sensitive to moisture. The vapor retarder is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the va- por retarder and the floor slab. Placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling. Use of concrete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders below concrete slabs are outlined in Section 5.2.3.2 of the 2015 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-15)". Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. Underslab plumbing (if any) should be thoroughly pressure tested during con- struction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab -supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. Use of slab bearing partitions (if any) should be minimized. Where such partitions are necessary, a slip joint (or float) allowing at least 3 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should oun�� RUN Exhibit A-2 BLOCK I, LOT 13 E W heat �R� not extend to the floor. hqq� oyer should monitor partition voids and other connections and re-establis�$T}fe oi�ds before they close to less than %-inch. Plumbing and utilities that pass through slabs (if any) should be isolated from the slabs. Heating and air conditioning systems constructed on slabs should be pro- vided with flexible connections capable of at least 3 inches of vertical movement so slab movement is not transmitted to the ductwork. These connections must be maintained by the home buyer. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. oun�� RUN Exhibit A-3 BLOCK I, LOT 13 E W heat �R� ��„d;�9��,� B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surtace water away from proposed residences. Proper surtace drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfll settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfll. CTL � Thompson, Inc. recommends the following precautions. The home buyer should maintain surtace drainaoe and, if an irrioation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation, utility and earthwork excavations should be avoided. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. For non -basement residences, we recommend a minimum constructed slope of at least 6 inches in the frst 10 feet (5 percent) in landscaped areas around each residence, where practical. For residences with basements, we recommend a minimum constructed slope of at least 12 inches in the frst 10 feet (10 percent) in landscaped areas around each residence, where practical. Between houses that are separated by a distance of less than 10 feet, the con- structed slope should generally be at least 5 percent to the swale used to convey water out of this area. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Backfill around the foundation walls should be moistened and compacted. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfll. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. oun��RUN Exhibit B-1 BLOCK I, LOT 13 E W heat U %R� ments. Landscaping should be carefully designed and maintained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. Plas- tic sheeting should not be placed beneath landscaped areas adjacent to founda- tion walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurtace drainage, landscaping irrigation, backf 11 compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. oun��RUN Exhibit B-2 BLOCK I, LOT 13 c G'I/rling p; !BIT C MITIGATION OF EXPANSIVE SOILS AND BEDROCK THROUGH SUB -EXCAVATION EDGEWATER CROSSING TOWNHOMES EDGEWATER, COLORADO Much of the soils and un- derlying bedrock found beneath the Front Range area of Colorado are ex- pansive; they swell when wetted. Deep sub -exca- vation of these clayey soils and bedrock is seen as an appropriate mitiga- tion method in areas where expansive materi- als are present. Excava- tion destroys the frac- tures and non-uniform structure of the near -sur- face soils and bedrock. The excavation typically extends about 10 feet below anticipated foun- dation levels, although deeper or shallower sub - excavations are some- times used. At this subdi- vision, the excavation was planned to bottom 8 to 15 feet below pro- posed construction grades (Fig The excavated soils and bedrock are compacted in thin, nearly horizontal lay- ers (Fig. 2). Water is mixed with the materials as they are placed to "pre - swell" the expansive soils and reduce potential future swell. On projects where deep sub -excavation has been employed, testing of the soils, bedrock, and backfill has demonstrated that significant reduction in swelling characteristics can be achieved. Figure 1 1). Figure 2 QUAIL RUN Exhibit C-1 BLOCK 1. LOT 13 The sub -excavation ap- proach mitigates the influ- ence of expansive materi- als on man-made im- provements and struc- tures in several ways. The weight of the fill helps to resist potential heave of the underlying natural materials. The fill acts like a cushion to spread movement over a larger area, reducing damaging movements near the ground surface (Fig. 3). The fill also covers the site with a thick layer of compacted material that limits penetration of water to the underlying natural soils and/or bedrock. The sub -excavation pro- cess can provide greater stability for streets, side- walks, driveways, and buried utilities (Fig. 4), if the sub -excavated layer extends beneath these improvements. Founda- tion drains around base- ments and under -drains below sanitary sewer mains (if installed within the subdivision) also help to collect irrigation and precipitation water that seeps into the ground. Home owner irrigation practices are critical to the overall performance of foundations and con- crete flatwork and are dis- cussed in more detail in Exhibit B. o� NhealR. `.A, / V Figure 3 Figure 4 QUAIL RUN Exhibit C-2 BLOCK 1. LOT 13 5) DENVER WATER PAYMENT AND SERVICE LINE DIAGRAM IS REQUIRED WITHAPPLICATION —ANY USE OF WATER FROM THIS TAP IS PROHIBITED UNTIL THE METER HAS BEEN SET AND INSPECTED. Application will not be accepted until items 1-4 are fully completed and signed. 1. Property Information Mailing Address: Property Address: GH Colorado LLC 5362 Pierson Court City: Bldg./Unit #: City: Zip Code: TX Wheat Ridge 80033 Subdivision: Block: Lot: Lot Size (Sq.Ft.): Station 53 13 1 5534 This license application for a3/4" -inch tap is being applied to serve: (pick one) tap size m Single Family Residence (One tap, one structure) ❑ Multi -Family Residence (One tap, one structure, multiple units) Number of units: ❑ Mixed use building (One tap, one structure —commercial (sgft): residential(u nits): ❑ Commercial type of business: ❑ Irrigation Only square feet ofirfigab/e area: ❑ Fire Protection Only ❑ Other, please explain ❑ Non -potable please indicate type of use: Additional water uses at property Will this tap serve irrigation at the property? yes m no ❑ Are there additional sources of water at this property (well, ditch, etc.)? yes ❑ no m If yes, what is the additional source? Will any of these uses occur at the property? ❑ NFPA 13R ❑ NFPA 13D ❑ Cooling tower ❑ Green roof ❑ Grow house facility ❑ Commercial laundry on-site ❑ Carwash facility on-site Any variation in the above described water usage could result in additional fees, fines, and/or interruption of water service. 2. Owner Information ❑ Property Owner ,A Authonzed Agent Name/Company: Mailing Address: GH Colorado LLC 15725 N Dallas Parkway,Suite City: State: Zip Code: Addison TX 75001 Phone Number: Print Name: 720-505-1880 Zach Metcalf signature ofowner or authorized agent: Date: 4/5/21 APPLICATION FOR WATER SUPPLY LICENSE Denver Water Personnel Only Application Date' Premise ID Tap/Plan ID Number: 3. Cross -Connection acknowledgment This water service may require a backflow prevention assembly (BFPA). Please call Denver Water's Cross Connection Control group at 303-628-5969 to determine the type, model, size and location ofthe BFPA. Failure to install a BFPA in accordance with Denver Water's Engineering Standards may result in re- inspection charges and added construction cost pnorto setting the meter. I have read and understand the above statement regarding the BFPA itials a. uisuiuuroi II UULbIUU IAIV d UUU[ILV UI If property to be served is Outside City & County of Denver, the Distributor must complete the following (print form and obtain Distributor's signature): I authorize a 3/4" -inch tap to be attached to She Distributor Representative's Signature and title Name of DefflNuor Contract number Date facilities. This Water Supply License application is made under and subject to the following conditions: • This License application is subject to the Charter of the City and County of Denver acting by and through its Board of Water Commissioners ("Board"), Operating Rules and Engineering Standards as they may be changed from time to time. When approved by the Board, this document constitutes a License to receive water service at the above property address within its legally described boundaries from the system owned, operated or served by the Board. The OWNER/AUTHORIZED AGENT is the owner ofthe premise described herein or is the authorized agent of the owner. Water service is limited to water available underthe conditions which exist from time to time. The Board DOES NOT GUARANTEE to maintain conditions such that the premise can receive uninterrupted supply ofwater. The Board accepts no responsibility for the size, connection, pressure, location, or method of operation of any distribution mains or service lines not owned and operated bythe Board. The tap must be reasonably sized in relation to the size and use ofthe licensed property in thejudgment of Denver Water. Charges due accrue against the property. Water service may be suspended whenever any charge is past due. Service may also be suspended, and this License may be deactivated or revoked forviolations of Denver Water's Operating Rules. OWNER/AUTHORIZED AGENT agrees to pay such rates, fees and charges, as established by the Board from time to time. The OWN ER/AUTHORIZED AGENT understands the Water Supply License must be activated as required in the Operating Rules and Engineering Standards of the Board in order to receive water. property is inside the City & Cour of Denver, contact Denver Waste Water Management Office at 303-446-3500 for information and charges for your waste water service. 4017f/4/2019 City of Wheat Ridge Single Family - New PERMIT - 202100659 PERMIT NO: 202100659 ISSUED: 05/13/2021 JOB ADDRESS: 5362 Pierson Ct EXPIRES: 05/13/2022 JOB DESCRIPTION: Quail Run Sub: Station 53 - New Single Family Detached Home with a 2 car attached garage - 3037 sq ft (Bl / Lot 13) *** CONTACTS *** OWNER ( 3 0 3) 915-4340 WONDERLAND HOMES GC (303)567-7630 KOLBY O'HERRON 202128 WONDERLAND HOMES SUB (303)978-1051 TODD WOODFORD 070071 C&T PLUMBING LLC SUB (303)289-3441 ROBERT D. GROSS, SR. 019659 R&R HEATING & COOLING, INC SUB (303)650-3393 LAWRENCE GILL 022483 GILL ELECTRIC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2320 / APPLERIDGE ESTATES, STANDLEY H BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 423,607.36 FEES Total Valuation 0.00 Plan Review Fee 120.00 Use Tax 81895.75 Permit Fee 31221.85 Engin. Review Fee 0.00 ** TOTAL ** 12,237.60 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. No C.O. may be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. All landscaping shall be installed in accordance with the approved landscape plan (Case No. WZ-18-13) prior to C.O. and pursuant to the phasing identified in the Subdivision Improvement Agreement. Per the SIA, installation of landscaping, street trees, and irrigation is not required prior to Certificate of Occupancy if issuance of the C.O. occurs outside of the planting season, generally October to June. As part of the foundation inspections and PRIOR TO proceeding with any further construction/inspections, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. One (1) street tree is required prior to C.O. City of Wheat Ridge Single Family - New PERMIT - 202100659 PERMIT NO: 202100659 ISSUED: JOB ADDRESS: 5362 Pierson Ct EXPIRES: JOB DESCRIPTION: Quail Run Sub: Station 53 - New Single Family attached garage - 3037 sq ft (B1 / Lot 13) 05/13/2021 05/13/2022 Detached Home with a 2 car I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this�permrt. I further attest that I am leg ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 05/13/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.