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9865 W. 35th Avenue
LOT 18B 5449' I X NEW LANDSCAPE WALL + NEW PARKING AREA DRIVEWAY (EXISTING) ADJACENT NEIGHBOR #3520 JOHNSON ST. X X SEWER UNE W/Cu:AN-ours ib 4��t �n SS I I SHOP ADDITION (NEW) I I C y/ GARAG (EXISTING) .i— 5452' /. X X r A ml x tol W 30'-0' //j x #9865 W6 I I I W 0 X� 0 3 I / I x L-------- 54532' no x LOT 18A 0 282 AS 4' -0- IRE HYDRANT X IEMSTI - 31' /- 5456 3' WATER METER IExlso Reviewed for zoning Comps anre by the City of wheat Ridge Planning Division '�i%j/ APPROVED BY DATE: APE'" 26, 2621 COMMENTS: Approved With conditions The Ent 25' of a driveway from the existing Landscaping removed or damaged during edge of pavement into the site shall be construction must be replaced prior to final surfaced with concrete, asphalt, brick haver inspection. N or similar material. Contact Dept 861. ie SITE PLAN Works for ROW Permit tact Dep -2861. SCALE: 1" = 10 — 0 4' CHAIN LINK FENCE REAR SETBACK — w �4j ELECTRIC METER k SERVICE OWER POLE 1EXII 5448.2' � I I FRONT SETBACK Y a 0 4' WOOD FENCE X _ X 74.3' CURB & GUTTER W. 35TH AVE. Owner/Contractor is responsible for locating property line and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. u +/- 5456 5' GENERAL NOTES 1, AS A MINIMUM STANDARD, ALL WORK AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL APPLICABLE CODES, REGULATIONS AND ORDINANCES HAVING JURISDICTION. 2. INSTALL ALL MANUFACTURES ITEMS, MATERIAL AND EQUIPMENT IN STRICT ACCORDANCE WITH MANUFACTURES RECOMMENDED SPECIFICATIONS. 3. VERIFY ALL CONDITIONS AND DIMENSIONS PRIOR TO COMMENCING ANY WORK OR ORDERING OF ANY PRODUCT. 4. DIMENSIONS INDICATED ARE FROM FACE OF STUD WALL TO FACE OF STUD WALL UNLESS NOTED OTHERWISE. 6. ALL WINDOWS SHALL MEET LOCAL CODE REQUIREMENTS FOR ENERGY, SAFETY GLAZING AND TEMPERED LOCATIONS, EGRESS REQUIREMENTS AND LIGHTING AND VENTILATION REQUIREMENTS. 7. ALL NEW WINDOWS AND DOORS TO BE PRE -FINISHED EXTERIOR CLAD WTIH LOW -E GLAZING. 8. ALL NEW EXTERIOR WALLS TO BE 2X4 WOOD STUDS UNLESS NOTED OTHERWISE. 9. FIELD VERIFY AND COORDINATE UTILITY CONNECTIONS, ROUTING, METER LOCATIONS, HOSE BIBS AND OTHER SUCH ITEMS. 10. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL EXISTING AND NEW FOUNDATION WALLS, SHEET INDEX A0.0 COVER/SITE PLAN 5100 GENERAL NOTES AND SPECIFICATIONS AlO EXISTING/DEMO PLANS S110 FRAMING & SHEARWALL NOTES AND DETAILS A2.0 FLOOR PLAN/ROOF PLAN S200 FOUNDATION AND ROOF FRAMING PLANS A3.0 EXTERIOR ELEVATIONS S400 WALL SECTIONS A3.1 EXTERIOR ELEVATIONS S500 DETAILS A4.0 BUILDING SECTION ABBREVIATIONS V.I.F. - VERIFY IN FIELD F.F.E - FINISHED FLOOR ELEVATION rL - CENTER LINE O.C. - ON CENTER T.O. - TOP OF T - TEMPERED GLAZING CC - CLAD CASEMENT ADJACENT NEIGHBOR #9835 W. 35TH AVE. LOT 17 enr L Wheat C:Ope VNNnNtre ULVr WrNIM APPROVED W Caere kirkmoney 04/20/2021 Ran; Dae wa+r ae N.n.eo-.awadw wTam .. rrltswrN�tnwus+s ..ue..rn o-nwn,rwurwr+wr ��y~a� PROJECT DATA SUBMITTAL UNDER THE 2018 BUILDING CODE W/WHEAT RIDGE AMENDMENTS BUILDING CODE: 2018 INTERNATIONAL RESIDENTIAL CODE 2018 INTERNATIONAL ENERGY CONSERVATION CODE 2018 INTERNATIONAL FIRE CODE 2018 INTERNATIONAL MECHANICAL CODE 2018 INTERNATIONAL PLUMBING CODE 2020 NATIONAL ELECTRICAL CODE 2018 INTERNATIONAL FUEL AND GAS CODE A. SUMMARY OF WORK NEW SHOP ADDITION TO EXISTING GARAGE. APPROXIMATELY 366 S.F. NEW ASPHALT SHINGLE ROOF AT EXISTING RESIDENCE. EXISTING HOME WAS BUILT IN 1953 B. JURISDICTION PROPERTY OWNERS CITY OF WHEAT RIDGE ADAM & KAREN WYLIE BUILDING & INSPECTION SERVICES 9865 W. 35TH AVE. 7500 W. 29TH AVE. WHEAT RIDGE, CO 80033 WHEAT RIDGE, CO 80033 303-519-1214 303-235-2855 C. BUILDING CONSTRUCTION TYPE WOOD FRAMED - NON RATED D. OCCUPANCY CLASSIFICATION AND ZONING RESIDENTIAL: (R -II RESIDENTIAL -ONE ACCESSORY BUILDINGS HEIGHT RESTRICTIONS- 35' HEIGHT RESTRICTIONS- 17' 1-76 FRONT SETBACK - 30' I -7a SIDE SETBACK - 15' SIDE STREET SETBACK - 30' 4 REAR SETBACK - 15' 28 MAX. BUILDING COVERAGE - 25% MAX. BUILDING SIZE - 1000 S.F, E. LEGAL _ tia 4 COUNTY OF JEFFERSON, STATE OF COLORADO 3 W. RTH AVE. ::Z N .0 581H cvL 11111 as SITE W. 35TH VICINITY MAP NOT TO SCALE PROJECT DATA SUBMITTAL UNDER THE 2018 BUILDING CODE W/WHEAT RIDGE AMENDMENTS BUILDING CODE: 2018 INTERNATIONAL RESIDENTIAL CODE 2018 INTERNATIONAL ENERGY CONSERVATION CODE 2018 INTERNATIONAL FIRE CODE 2018 INTERNATIONAL MECHANICAL CODE 2018 INTERNATIONAL PLUMBING CODE 2020 NATIONAL ELECTRICAL CODE 2018 INTERNATIONAL FUEL AND GAS CODE A. SUMMARY OF WORK NEW SHOP ADDITION TO EXISTING GARAGE. APPROXIMATELY 366 S.F. NEW ASPHALT SHINGLE ROOF AT EXISTING RESIDENCE. EXISTING HOME WAS BUILT IN 1953 B. JURISDICTION PROPERTY OWNERS CITY OF WHEAT RIDGE ADAM & KAREN WYLIE BUILDING & INSPECTION SERVICES 9865 W. 35TH AVE. 7500 W. 29TH AVE. WHEAT RIDGE, CO 80033 WHEAT RIDGE, CO 80033 303-519-1214 303-235-2855 C. BUILDING CONSTRUCTION TYPE WOOD FRAMED - NON RATED D. OCCUPANCY CLASSIFICATION AND ZONING RESIDENTIAL: (R -II RESIDENTIAL -ONE ACCESSORY BUILDINGS HEIGHT RESTRICTIONS- 35' HEIGHT RESTRICTIONS- 17' FRONT SETBACK - 30' FRONT SETBACK - 30' SIDE SETBACK - 15' SIDE SETBACK - 15' SIDE STREET SETBACK - 30' SIDE STREET SETBACK - 30' REAR SETBACK - 15' REAR SETBACK - 15' MAX. BUILDING COVERAGE - 25% MAX. BUILDING SIZE - 1000 S.F, E. LEGAL BLOCK 003, LOT 018, TRACT OOA, SECTION 27, TOWNSHIP 03, RANGE 69 WESTHAVEN SUBDIVION COUNTY OF JEFFERSON, STATE OF COLORADO LOT SIZE: 12300 S.F. (0.28 AC) - ELEVATION: +/-5455' F. CONSTRUCTION SUMMARY FOUNDATION - CONCRETE SPREAD FOOTER WITH STEM WALL. FRAMING - WOOD STUDS WITH PLYWOOD SHEATHING, WOOD ROOF RAFTERS, ROOFING - ASPHALT SHINGLE OVER ICE AND WATER SHIELD EXTERIOR VENEER - MARDI LAP SIDING G. DESIGN CRITERIA (CLIMATE ZONE '561 WIND SPEED EXPOSURE - 135 Vulf (EXPOSURE 'C') SEISMIC - DESIGN CATEGORY 'B' FROST DEPTH - 36" GROUND SNOW LOAD - 30 PSF ROOF SNOW LOAD - 30 PSF BEDROOM WINDOW EMERGENCY ESCAPE WIDTH -20" MIN. H. BUILDING THERMAL ENVELOPE - N/A —SITE PLAN TABLE - 9865 W. 35TH AVE. RESIDENCE R-1 ZONE DISTRICT ZONE LOT AREA - 12,300 S.F. (0.28 AC) BUILDING FOOTPRINT - 1,626 S.F. (EXISTING HOUSE) GARAGE - 520 S.F. (EXISTING) COVERED PORCH - 168 S.F. (EXISTING) LOT COVERAGE: TOTAL BUILDING COVERAGE (HOUSE, GARAGE ,COVERED PORCH) 1626 + 520 + 168 = 2314 S.F. (EXISTING) NEW SHOP SPACE - 366 S.F. TOTAL LOT COVERAGE (EXISTING) - 19% 2314 / 12300 = 0.188 OR 19%) TOTAL LOT COVERAGE (NEW) 2314+366=2680/12300 = 0.217 OR 22% MAXIMUM ALLOWED LOT COVERAGE - 25% BASE PLANE - N/A PARKING - STREET/GARAGE NOTE: SHADED AREA NOT IN SCOPE. EXISTING TO REMAIN 03 REVOLVE DESIGN BUILD 516B PARRET ST. UNIT 1 WHEAT RIDGE, 60 SM33 720-231-4156 / remBvedE.com ��PDO L/C sin �O 400421 W z 0 W z > 00 (O o 0 a U / = O L U Ln W < %' L Lli 0 CD3:o Q � Ln W (< `ywfl tri Q 07 LJJ COVER SITE PLAN 00 0 11111 ��PDO L/C sin �O 400421 W z 0 W z > 00 (O o 0 a U / = O L U Ln W < %' L Lli 0 CD3:o Q � Ln W (< `ywfl tri Q 07 LJJ COVER SITE PLAN 00 0 I� C — — — — — — — ----------------------- EXISTING/DEMO ------------- JTH ELEVATION SCALE: 1/8" = 1"-0" (NO CHANGES TO THIS ELEVATION EXISTING/DEMO EAST ELEVATION SCAI F- 1 /R" = 1'-0" Y EXISTING/DEMO WEST ELEVATION SCALE: 1/8" = 1'-0" CHANGES TO THIS ELEVA 1. CONDUCT DEMOLITION OPERATIONS AND REMOVAL OF DEBRIS TO ENSURE MINIMUM INTERFERENCE WITH ROADS, STREETS, WALKS AND ADJACENT OCCUPIED AND USED FACILITIES. 2. DIMENSIONS INDICATED ARE FROM FACE OF STUD WALL TO FACE OF STUD WALL UNLESS NOTED OTHERWISE. 3. INSURE SAFE PASSAGE OF PERSONS AROUND AREAS OF DEMOLITION. 4. SHORE EXISTING STRUCTURE AS NEEDED FOR SUSTAINED STABILITY AND SAFETY DURING CONSTRUCTION 5. SEAL OFF AREA OF DEMOLITION FROM REST OF HOUSE WITH PLASTIC OR LIKE MATERIAL. PROVIDE FOR ADEQUITE SECURITY AND WEATHER TIGHT SEAL 6. PROTECT UTILITY METERS AND COORDINATE SHUT OFF WITH SUB—CONTRACTOR AND LOCAL UTILITY. AS APPLICABLE �.F 1 I . 26r_0rr I I o 0 PSHt1GZH_1Cg[H= t� L0. SLAB .TO 5457 ----------------------L---- I O O CU O 0 []1;I a, DASHED LINE INDICATES ITEMS TO BE DEMOLISHED/REMOVED OREMOVE FASCIA, INTERNAL GUTTER AND SOFFIT OREMOVE ROOF BALLAST, MEMBRANE AND FLASHING DOWN TO DECKING OCUT BACK ROOF FRAMING/SOFFIT OVERHANG (NORTH AND SOUTH SIDES ONLY) OPROTECT AND RETAIN EXISTING WINDOWS AND ENTRY DOOR OREMOVE GARAGE DOOR TRIM OREMOVE GARAGE DOOR AND TRACK. (CONFIRM FUNCTION PRIOR TO REMOVAL) 7O REMOVE CONCRETE SLAB AND BLOCK SURROUND 6O REMOVE WOOD GATE OREMOVE LEDGER TRIM BOARD 10 REMOVE ASPHALT SHINGLE ROOF. COORDINATE NEW GUTTERS AND DOWNSPOUTS WITH OWNER / R� //LA/L NDRY �'f UP O D C S// E/ waren valve � m W_H MECH. EXISTING scAl F• 1141, _ NOTE. — INDICATES EXISTING WALLS SHADED AREA NOT IN SCOPE. EXISTING TO REMAIN In CH'.7_Yi9ll In )EMO GARDEN LEVEL/GARAGE 0 ID REVOLVE DESIGN 6U ILD 516B PARE T ST. UNIT I WHEAT RIDGE, Co SM33 720-231-6156 / revel h.com CAA c 9pOq 0 � 4° amilill Gr;�P ybp �O 400421 W z 0 .o W z0 1110 Q 0 = O 0 F-- U Q_0 LLI W Quo � Lo W < uo 0 DO< EXISTING/DEMO IN (D A1.0 1------------------------------t----�- RF VO L VE DESIGN 6U ILD 516B PARFET ST. UNIT I WHEAT RIDGE, Co 80033 720-231-6156 / revel !H.com GFCI SHOP GFn I I I SIONCE�j �lI+..4 GFCI I 5 ,f1 T 0. SLAB WP/GFCI % C.A. •/- S452' m J 2x4 2x4 C� CONCE n Q r I 1 I m LINE OF ROOF ABOVE o LED LED I NI9 I n OPENER O m O x< r� SLOPE y m I I §LEILING o CHAIN HUNG CHAIN HUNG 3 LL rn r I I FD Z 5 LINE OF WALL BELOW 1 B 5 /�' '-0 5' 1 5/8' / m 1 6'-10 3/8' 6'-10 3/8' 8'- /A' W 2 Q SC N( GFCI GFCI IJ -4 1 F-\47 T_ J scq cE 1 ' 0 J —------------------ Z Ds ( A — S RY ORY TGRY 1 H 3WIHX3 % W 1'n 3'W ' x 3'W N [0 I I I I I 1 I I w wD � 5 1 I 3 0 I I I I Lv N w 7 6 SLOPE 3 25:12 IE 571 I 2- ARG GE NDO LIC �� -0 M �. •y E. WFG • �S T XI ING S WI 400421 I I I q CHI t — — — — J Ds SCONCE E 5 RCHITEO GENERAL ROOF PLAN NOTES 1. PROVIDE ALL ROOFING MATERIALS, ACCESSORIES, LABOR AND OTHER ITEMS AS NECESSARY FOR A COMPLETE AND PROPER INSTALLATION AND FULL SYSTEM WARRANTY 2. PROVIDE RAKE AND EAVE FLASHING PER FULL SYSTEM WARRANTY. 3. USE ICE AND WATER SHIELD OVER ENTIRE ROOF DECK, AT SLOPED ROOF. USE APPROVED ROOF JACKS AT ALL PIPES AND VENTS PER SYSTEM WARRANTY. 4. PROVIDE PRE -FINISHED GUTTERS AND DOWNSPOUTS TO SPLASH BLOCKS AT GRADE. 5. PROVIDE 5% OVERSTOCK OF ASPHALT SHINGLES 6. SHINGLES SHALL BE CLASS 'A' ARCHITECTURAL PROFILE OR EQUAL TO MATCH EXISTING RESIDENCE. ROOF PLAN KEY NOTES O O1 EXISTING ROOF ASSEMBLY WITH NEW EPDM ROOF MEMBRANE OVER TAPERED RIGID INSULATION O2 CLASS 'A' ARCHITECTURAL PROFILE ASPHALT SHINGLES OR CAP SHEET OVER ICE AND WATER SHIELD. MATCH SHINGLE TO EXISTING HOME. O3 PRE -FINISHED GUTTERS AND DOWNSPOUTS WITH EXTENSION AWAY FROM HOUSE TO LANDSCAPE AREA. OCONTINUOUS SOFFIT VENT BELOW. OS 1X12 MARDI FASCIA AND SOFFIT BOARD TO MATCH EXISTING O6 REVISE EXISTING DECK RAIL TO EXTEND TO FASCIA 2IA3.1 FLOOR PLAN / SCALE: 1/4" = 1'-0" GENERAL FLOOR PLAN NOTES 1. ALL NEW EXTERIOR WALLS TO 2 X 4 WOOD STUDS AT 16" O.C. UNLESS NOTED OTHERWISE. 2. COORDINATE ALL WALL AND FLOOR FINISHED WITH OWNER 3. DIMENSIONS INDICATED ARE FROM FACE OF STUD WALL TO FACE OF STUD WALL UNLESS NOTED OTHERWISE. 4. WINDOW AND DOORS TO BE EXTERIOR CLAD TO MATCH EXISTING. 5. NOT USED, 6. ALL WINDOWS SHALL BE SET FROM HEAD HEIGTH NOT SILL HEIGTH. ALIGN WINDOW HEADS WITH DOOR HEADS UNLESS NOTED OTHERWISE. 7. ALL WINDOW AND DOOR SIZES ARE NOMINAL AND NON -MANUFACTURE SPECIFIC. COORDINATE MANUFACTURE AND SIZES PRIOR TO FRAMING. NOTE: OWNER AND CONTRACTOR TO PERFORM WALK-THROUGH PRIOR TO ELECTRICAL ROUGH -IN TO VERIFY ALL SWITCH AND LIGHT LOCATIONS DOOR AND WINDOW DESIGNATIONS -DOORS AND WINDOWS SIZES ARE SCHEDULED ON THE PLAN -AT WINDOW AND DOOR REPLACEMENTS, COORDINATE FUNCTION WITH OWNER FLOOR PLAN KEY NOTES O Oi COMPOSITE/HARDI WOOD LAP SIDING (MATCH EXISTING), OVER HOUSE WRAP ON EXTERIOR SHEATHING ON 2X4 WOOD STUD FRAMING (D NEW CONCRETE PATIO SLAB ON GRADE. COORDINATE SIZE AND SHAPE WITH OWNERS. (D EXISTING BLOCK & BRICK WALL ODRAIN BASIN. WARP SLAB TO DRAIN. SO EXISTING WINDOWS/DOOR TO REMAIN (D NEW GARAGE DOOR QNEW 1X12 MARDI LEDGER BOARD ABOVE (D BACKER ROD AND SEALANT NOTE: INDICATES EXISTING WALLS SHADED AREA NOT IN SCOPE. EXISTING TO REMAIN FLOOR PLAN ROOF PLAN A2�0 D`i .0 o>Do Q oz0 0E--0 Q_0 r� LLQ LL]>>. 0 0 Ln Q uo Ur DO Q CF) LL] FLOOR PLAN ROOF PLAN A2�0 15'-0' I I YI Q m rn I QI 13 K II GARAGE T 0 PLATE 9'-1 PLAL zo 30'-0' 18 I PROPOSED EXISTING Y W I REVOLVE DESIGN 6U ILD Z 516B PARE T ST. UNIT I 0] J I WHEAT RIDGE, CO SM33 W 720-231-6156 / revel h.com 15 11 17 16 1n z a K a ( CAIA �I Q RG �C � %O9 pVs m II � ❑ El El ❑ ///////// j// / _ I Z w Ia ❑ ❑ � � I W 0 Z W � � J I � m l I I I I —� WEST ELEVATION SCALE: 1/4" = 1'-0" 4 7 6 10 3 4 10 < N 128'-D' IL D O I I I I I L— — — — — — — — — — — — — — — — — — — — — — — — J 3 SOUTH ELEVATION (NO CHANGES TO THIS ELEVATION) SCALE: 1/8" = 1'-0" ELEVATION KEY NOTES O (D COMPOSITE/HARDI WOOD LAP SIDING (MATCH EXISTING), OVER HOUSE WRAP ON 11 EXISTING ROOF ASSEMBLY WITH NEW EPDM ROOF MEMBRANE OVER TAPERED EXTERIOR SHEATHING ON 2X4 WOOD STUD FRAMING RIGID INSULATION (D NEW CONCRETE PATIO SLAB ON GRADE. COORDINATE SIZE AND SHAPE WITH OWNERS. QEXISTING BLOCK & BRICK WALL O1 X 4 MARDI TRIM (D EXISTING WINDOWS/DOOR TO REMAIN (D NEW GARAGE DOOR O7 NEW 1X12 MARDI LEDGER BOARD ABOVE OB FOUNDATION SYSTEM, RE: STRUCTURAL O9 COORDINATE NEW DRIVEWAY/PARKING AREA MATERIAL WITH OWNER 10 EXISTING BUILDING TO REMAIN, PROTECT DURING CONSTRUTION 12 CLASS 'A' ARCHITECTURAL PROFILE ASPHALT SHINGLES OR CAP SHEET OVER ICE AND WATER SHIELD. MATCH SHINGLE TO EXISTING HOME. 13 PRE -FINISHED GUTTERS AND DOWNSPOUTS WITH EXTENSION AWAY FROM HOUSE TO LANDSCAPE AREA. 14 CONTINUOUS SOFFIT VENT BELOW. 15 1X12 MARDI FASCIA AND SOFFIT BOARD TO MATCH EXISTING REVISE EXISTING DECK RAIL TO EXTEND TO FASCIA 17 LIGHT FIXTURE 18 CLASS 'A' ARCHITECTURAL PROFILE ASPHALT SHINGLES OVER ASTM 30 LB ROOFING FELTS. COORDINATE COLOR WITH OWNER. COORDINATE NEW GUTTERS AND DOWNSPOUTS WITH OWNER. GENERAL ELEVATION NOTES 1. MATCH EXISTING COMPOSITE WOOD LAP SIDING AND PAINT 2. PROVIDE BUILDING WRAP UNDER NEW SIDING. TAPE ALL SEAMS. 3. HOLD SIDING UP FROM GRADE AND MIN. OF 6". COORDINATE DOWNSPOUT LOCATIONS WITH ROOF PLAN. ADJUST AS REQUIRED. 4. PROVIDE EXTERIOR LIGHT AT EACH GRADE LEVEL EGRESS DOOR PER IRC 3903 AND COORDINATE OTHER OUTDOOR BUILDING MOUNTED AND SITE LIGHTING WITH OWNER. NOTE: SHADED AREA NOT IN SCOPE. EXISTING TO REMAIN ��PDO L/C� V :•P�1 Cy1n:�0 P; 400421 LANDSCAPE .0 WALL o>Do GARAGE Q T.O. SLA ? _ 0'-0"' IS DE N Q_0 16'-0' 30'-0' 18 I PROPOSED EXISTING Y W I REVOLVE DESIGN 6U ILD Z 516B PARE T ST. UNIT I 0] J I WHEAT RIDGE, CO SM33 W 720-231-6156 / revel h.com 15 11 17 16 1n z a K a ( CAIA �I Q RG �C � %O9 pVs m II � ❑ El El ❑ ///////// j// / _ I Z w Ia ❑ ❑ � � I W 0 Z W � � J I � m l I I I I —� WEST ELEVATION SCALE: 1/4" = 1'-0" 4 7 6 10 3 4 10 < N 128'-D' IL D O I I I I I L— — — — — — — — — — — — — — — — — — — — — — — — J 3 SOUTH ELEVATION (NO CHANGES TO THIS ELEVATION) SCALE: 1/8" = 1'-0" ELEVATION KEY NOTES O (D COMPOSITE/HARDI WOOD LAP SIDING (MATCH EXISTING), OVER HOUSE WRAP ON 11 EXISTING ROOF ASSEMBLY WITH NEW EPDM ROOF MEMBRANE OVER TAPERED EXTERIOR SHEATHING ON 2X4 WOOD STUD FRAMING RIGID INSULATION (D NEW CONCRETE PATIO SLAB ON GRADE. COORDINATE SIZE AND SHAPE WITH OWNERS. QEXISTING BLOCK & BRICK WALL O1 X 4 MARDI TRIM (D EXISTING WINDOWS/DOOR TO REMAIN (D NEW GARAGE DOOR O7 NEW 1X12 MARDI LEDGER BOARD ABOVE OB FOUNDATION SYSTEM, RE: STRUCTURAL O9 COORDINATE NEW DRIVEWAY/PARKING AREA MATERIAL WITH OWNER 10 EXISTING BUILDING TO REMAIN, PROTECT DURING CONSTRUTION 12 CLASS 'A' ARCHITECTURAL PROFILE ASPHALT SHINGLES OR CAP SHEET OVER ICE AND WATER SHIELD. MATCH SHINGLE TO EXISTING HOME. 13 PRE -FINISHED GUTTERS AND DOWNSPOUTS WITH EXTENSION AWAY FROM HOUSE TO LANDSCAPE AREA. 14 CONTINUOUS SOFFIT VENT BELOW. 15 1X12 MARDI FASCIA AND SOFFIT BOARD TO MATCH EXISTING REVISE EXISTING DECK RAIL TO EXTEND TO FASCIA 17 LIGHT FIXTURE 18 CLASS 'A' ARCHITECTURAL PROFILE ASPHALT SHINGLES OVER ASTM 30 LB ROOFING FELTS. COORDINATE COLOR WITH OWNER. COORDINATE NEW GUTTERS AND DOWNSPOUTS WITH OWNER. GENERAL ELEVATION NOTES 1. MATCH EXISTING COMPOSITE WOOD LAP SIDING AND PAINT 2. PROVIDE BUILDING WRAP UNDER NEW SIDING. TAPE ALL SEAMS. 3. HOLD SIDING UP FROM GRADE AND MIN. OF 6". COORDINATE DOWNSPOUT LOCATIONS WITH ROOF PLAN. ADJUST AS REQUIRED. 4. PROVIDE EXTERIOR LIGHT AT EACH GRADE LEVEL EGRESS DOOR PER IRC 3903 AND COORDINATE OTHER OUTDOOR BUILDING MOUNTED AND SITE LIGHTING WITH OWNER. NOTE: SHADED AREA NOT IN SCOPE. EXISTING TO REMAIN ��PDO L/C� V :•P�1 Cy1n:�0 P; 400421 EXTERIOR ELEVATIONS A3� 0 .0 o>Do Q _ 0 o�U Q_0 Dew J .0 0�o Q — n� � L0 Quote 0DOQ CF)W EXTERIOR ELEVATIONS A3� 0 30'-0' SOUTH ELEVATION 2 SCALE: 1/4" = 1'-0" 30'-0' 125'-0' EAST ELEVATION SCALE: 1/4" = 1'-0" UI m i 4.0 ~ 4 U)I wl oI I w1 I I I I IF 105'-4' EXISTING PROPOSED 12 1.5 ----------- 105'-4' --_ ELEVATION KEY NOTES O OCOMPOSITE/HARDI WOOD LAP SIDING (MATCH EXISTING), OVER HOUSE WRAP ON 11 EXISTING ROOF ASSEMBLY WITH NEW EPDM ROOF MEMBRANE OVER TAPERED EXTERIOR SHEATHING ON 2X4 WOOD STUD FRAMING RIGID INSULATION ONEW CONCRETE PATIO SLAB ON GRADE. COORDINATE SIZE AND SHAPE WITH OWNERS. OEXISTING BLOCK & BRICK WALL O1 X 4 MARDI TRIM OEXISTING WINDOWS/DOOR TO REMAIN (D NEW GARAGE DOOR ONEW 1X12 MARDI LEDGER BOARD ABOVE OFOUNDATION SYSTEM, RE: STRUCTURAL OCOORDINATE NEW DRIVEWAY/PARKING AREA MATERIAL WITH OWNER 10 EXISTING BUILDING TO REMAIN, PROTECT DURING CONSTRUTION 12 CLASS 'A' ARCHITECTURAL PROFILE ASPHALT SHINGLES OR CAP SHEET OVER ICE AND WATER SHIELD. MATCH SHINGLE TO EXISTING HOME. 13 PRE -FINISHED GUTTERS AND DOWNSPOUTS WITH EXTENSION AWAY FROM HOUSE TO LANDSCAPE AREA. 14 CONTINUOUS SOFFIT VENT BELOW. 15 1X12 MARDI FASCIA AND SOFFIT BOARD TO MATCH EXISTING REVISE EXISTING DECK RAIL TO EXTEND TO FASCIA 17 LIGHT FIXTURE 18 CLASS 'A' ARCHITECTURAL PROFILE ASPHALT SHINGLES OVER ASTM 30 LB ROOFING FELTS. COORDINATE COLOR WITH OWNER. COORDINATE NEW GUTTERS AND DOWNSPOUTS WITH OWNER. GARAGE T.O. PLATE 9'-1 1/8" WIT: 1 15'-3' zo a I LANDSCAPE WALL to REVOLVE DESIGN 6U ILD 516B PARI'ET ST. UNIT I WHEAT RIDGE, CO 50033 720-231-4156 / revel h.com CAIA dnq o s° amilill r, - L/C� O., •E. INF .•, 1'S V :•P�1 CyF :�O P; 400421 Q Z " 01 W WI a �I rn I a I CW 1`0 I � W1110 O > 00 �Q O � F-- U Q � W W CD c:) Q — � n� W Q [-- CD 00 Q GENERAL ELEVATION NOTES _ 1. MATCH EXISTING COMPOSITE WOOD LAP SIDING AND PAINT 2. PROVIDE BUILDING WRAP UNDER NEW SIDING. TAPE ALL SEAMS. 3. HOLD SIDING UP FROM GRADE AND MIN. OF 6". COORDINATE DOWNSPOUT LOCATIONS WITH ROOF PLAN. ADJUST AS REQUIRED. 4. PROVIDE EXTERIOR LIGHT AT EACH GRADE LEVEL EGRESS DOOR PER IRC 3903 AND COORDINATE OTHER OUTDOOR BUILDING MOUNTED AND SITE LIGHTING WITH OWNER. NOTE: SHADED AREA NOT IN SCOPE. EXISTING TO REMAIN EXTERIOR ELEVATIONS A 3 � 1 a q GARAGE O 0 SLAB o -v 15452'1 MARDI L HOUSE OVER E: 2X4W 1 X4HI RF VO L VE DESIGN 6o ILD 516B PARFET ST. UNIT I WHEAT RIDGE, Co 50033 720-231-4156 / revel h.com CAA c GpOq p 40 12" AND INTO WINDOW ROUGH OPENING 1BLY WITH NEW EPDM ROOF MEMBRANE OVER 4TION TURE SUPPLEMENTAL REINFORCEMENT LJ p � J N AND BRICK VENEER (0 ��PDO L/C O., •E. INF ..; S V :•P�1 CyF :�O P; 400421 ADE ISYSTEM LLI l z 0 .o W > o co a ( o=o o�U Lo I LLJ BUILDING SECTIONo SCALE: 3/4" = 1'-0" Q � Ln n� WQ`flF-- (-D DO Q NOTE: SHADED AREA NOT IN SCOPE. EXISTING TO REMAIN. BUILDING SECTION A4�0 CLASS' SHINGLE SHIELD. EAVE FI PRE-FIK GARAGE TO PLATE 0�. — 1 X12H MARDI S SOFFIT 1X4HI GARAGE O 0 SLAB o -v 15452'1 MARDI L HOUSE OVER E: 2X4W 1 X4HI RF VO L VE DESIGN 6o ILD 516B PARFET ST. UNIT I WHEAT RIDGE, Co 50033 720-231-4156 / revel h.com CAA c GpOq p 40 12" AND INTO WINDOW ROUGH OPENING 1BLY WITH NEW EPDM ROOF MEMBRANE OVER 4TION TURE SUPPLEMENTAL REINFORCEMENT LJ p � J N AND BRICK VENEER (0 ��PDO L/C O., •E. INF ..; S V :•P�1 CyF :�O P; 400421 ADE ISYSTEM LLI l z 0 .o W > o co a ( o=o o�U Lo I LLJ BUILDING SECTIONo SCALE: 3/4" = 1'-0" Q � Ln n� WQ`flF-- (-D DO Q NOTE: SHADED AREA NOT IN SCOPE. EXISTING TO REMAIN. BUILDING SECTION A4�0 NOTES -GENERAL 1. THESE DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR COORDINATING SUCH REQUIREMENTS INTO THEIR SHOP DRAWINGS AND WORK. 2. NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER. 3. NO CHANGE IN SIZE OR DIMENSION OF STRUCTURAL MEMBERS SHALL BE MADE WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER. 4. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED UPON STRUCTURAL FRAMING. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OF THE FRAMING AT THE TIME THE LOADS ARE IMPOSED. 5. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND/OR SEQUENCES. 6. UNLESS OTHERWISE NOTED, FIREPROOFING METHODS AND MATERIALS FOR STRUCTURAL MEMBERS ARE NOT SHOWN ON STRUCTURAL DRAWINGS. REFERENCE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR FIRE RATING REQUIREMENTS, FIRE PROOFING METHODS AND MATERIALS. ]. DO NOT SCALE THESE DRAWINGS. USE DIMENSIONS SHOWN ON PLANS. 8. THE CONTRACTOR SHALL INFORM THE ARCHITECT/ENGINEER OF ANY DEVIATION FROM THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL NOT BE RELIEVED OF THE RESPONSIBILITY FOR SUCH DEVIATION BY THE ARCHITECT/ENGINEER'S APPROVAL OF SHOP DRAWINGS, PRODUCT DATA, ETC., UNLESS HE HAS SPECIFICALLY INFORMED THE ARCHITECT/ENGINEER OF SUCH DEVIATION AT THE TIME OF SUBMISSION, AND THE ARCHITECT/ ENGINEER HAS GIVEN WRITTEN APPROVAL TO THE SPECIFIC DEVIATION. 9. ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR, APPEAR TO BE DEFICIENCIES, OMISSIONS, CONTRADICTIONS, BE BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER. PLANS AND/OR SPECIFICATIONS WILL BE CORRECTED, OR WRITTEN INTERPRETATION OF THE ALLEGED DEFICIENCY, OMISSION, CONTRADICTION OR AMBIGUITY WILL BE MADE BY THE ARCHITECT/ENGINEER BEFORE THE AFFECTED WORK PROCEEDS. 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERRORS OF DETAILING, FABRICATION AND INSTALLATION. THE CONTRACTOR SHALL MAKE ALL MEASUREMENTS IN THE FIELD NECESSARY TO VERIFY OR SUPPLEMENT DIMENSIONS SHOWN ON THE CONTRACT DRAWINGS AND HE SHALL VERIFY THAT ALL DIMENSIONS SHOWN ON THE SHOP DRAWINGS ARE COORDINATED WITH THE DIMENSIONS AND REQUIREMENTS OF THE CONTRACT DRAWINGS. REVIEW OF THE SHOP DRAWINGS DOES NOT RELIEVE THE CONTRACTOR OF RESPONSIBILITY FOR COMPLETING THE WORK SUCCESSFULLY IN ACCORDANCE WITH THE CONTRACT DRAWINGS AND SPECIFICATIONS. 11. SUBMIT PRINTS OR ELECTRONIC COPIES OF EACH SHOP DRAWINGS. REPRODUCIBLE COPIES OF CONTRACT DOCUMENTS SHALL NOT BE USED AS SHOP DRAWINGS. SHOP DRAWINGS SHALL BE REVIEWED BY CONTRACTOR PRIOR TO SUBMISSION. CONTRACTOR STAMP SHOP DRAWINGS ACCEPTING RESPONSIBILITY FOR COORDINATION OF DIMENSIONS SHOWN IN THE CONTRACT DOCUMENTS, QUANTITIES AND COORDINATION WITH OTHER TRADES. DRAWINGS NOT BEARING CONTRACTOR'S STAMP MAY BE REJECTED AT THE DISCRETION OF THE ARCHITECT OR STRUCTURAL ENGINEER. 12. REVIEW AND RETURN OF SHOP DRAWINGS SHALL BE BASED ON A MINIMUM OF TEN (10) WORKING DAYS IN THE STRUCTURAL ENGINEER'S OFFICE FROM RECEIPT OF SUBMISSION TO RETURN TO THE NEXT PARTY FOR THEIR ACTION. SHOP DRAWINGS SHOULD BE SUBMITTED INCREMENTALLY AS APPROPRIATE PACKAGES ARE PREPARED TO EQUALIZE THE WORKLOAD FOR REVIEW OF THE DRAWINGS. SUBMISSION OF A LARGE VOLUME OF SHOP DRAWINGS AT ONE TIME MAY RESULT IN REVIEW TIMES WHICH WILL EXCEED THOSE NOTED ABOVE. DEFINITION OF A BARGE VOLUME- OF SHOP DRAWINGS IS SUBJECT TO INTERPRETATION. NOTES - WOOD SHRINKAGE APEX ENGINEERS ING SHALL NOT BE HELD LIABLE FOR THE NATURALLY OCCURRING SHRINKAGE THAT WILL OCCUR IN A WOOD STRUCTURE. SHRINKAGE MOVEMENT WILL IMPACT ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING SYSTEMS THAT ARE DESIGNED BY OTHERS. THE CONTRACTOR SHALL ENSURE THE PROJECTED MOVEMENT IS ADEQUATELY ALLOWED SUCH THAT FOREGOING SYSTEMS ARE NOT ADVERSELY AFFECTED. FAILURE TO FOLLOW THE CONSIDERATIONS BELOW CAN RESULT IN FAILURE ON THE IMPACTED COMPONENTS WITHIN THE SYSTEM. THE ANALYSIS SHOWN IS AN ESTIMATION IN ACCORDANCE WITH IBC SECTION 2304.3.3 BASED ON THE ASSUMED FOLLOWING MOISTURE CONTENT IN THE FRAMING. A.AT INSTALL(MC)=19% B.AT EQUILIBRIUM (EMC) = 10% THE FOLLOWING IS A NON -EXHAUSTIVE LIST OF RECOMMENDATIONS TO MINIMIZE POTENTIAL ISSUES RELATED TO WOOD SHRINKAGE AND VENEER EXPANSION. THE MAJORITY OF WOOD SHRINKAGE WILL OCCUR IN THE FIRST 12-18 MONTHS OF OCCUPANCY (VENEER EXPANSION IS SEASONABLE AND VARIABLE DEPENDING ON SUN EXPOSURE). REFER TO WALL SECTIONS ON THIS SHEET TO SEE ESTIMATED DIFFERENTIAL MOVEMENT BETWEEN WOOD FRAMING AND BRICK VENEER (AS APPLICABLE). 1. MEP SYSTEM CONSIDERATIONS A. POSTPONE MEP INSTALLATION AS LONG AS POSSIBLE TO ALLOW AS MUCH STRUCTURE SELF WEIGHT (DEAD LOAD) TO BE APPLIED, ALLOWING CONSTRUCTION GAPS TO CLOSE. B. PROVIDE OVERSIZED & VERTICALLY SLOTTED HOLES AT PIPE HORIZONTAL PENETRATION & NOTCHES. REFER TO TYPICAL NOTCHING & CUTTING OF STUD WALL DETAIL FOR ADDITIONAL CONSIDERATIONS ON SIZE LIMITATIONS. C. PIPE FITTINGS SHALL BE LOCATED SUCH THAT THEY DO NOT OCCUR WITHIN THE HOLES SLOTTED IN STUDS. D. ALL PLUMBING PIPE & ELECTRICAL CONDUIT JOINTS & CONNECTIONS SHALL BE FLEXIBLE & ALLOW FOR EXPANSIOWCONTRACTION TO PREVENT A RIGID ASSEMBLY. E. HANGERS & NECESSARY RIGID CONNECTIONS SHALL BE ADJUSTED PRIOR TO COMPLETION OF CONSTRUCTION OR CLOSING OF W ALLICEILING ASSEMBLY. F. VENT PENETRATIONS SHALL BE PROVIDED WITH DOUBLE FLASHING. G. ALL SHEET METAL VERTICAL DOWN SPOUTS SHALL HAVE INTERMEDIATE SLIP JOINTS. H. ROOF DRAINS SHALL BE ADJUSTED BACK TO THE ROOF FINISH SHEATHING ELEVATION AT THE COMPLETION OF CONSTRUCTION & THEN SHALL BE ADJUSTED AS REQUIRED TO MAINTAIN PROPER DRAINAGE. J. PROVIDE SLIP JOINT AT MINIMUM EVERY OTHER FLOOR IN ALL VERTICAL PLUMBING STACKS. 2. ARCHITECTURAL SYSTEM CONSIDERATIONS A. AT STUCCO, EIFS & THIN SET VENEER SYSTEMS PROVIDE HORIZONTAL EXPANSION JOINTS SLIP JOINTS WITH APPROPRIATE FLASHING. THIS INCLUDES TRANSITIONS BETWEEN CHANGES IN VENEER MATERIAL. B. AT BRICK & STONE VENEERS PROVIDE VENEER TIES DESIGNED TO ACCOMMODATE DIFFERENTIAL MOVEMENT. C. REFER TO ARCHITECTURAL WINDOW & DOOR HEAD & SILL: PARAPET: & HORIZONTAL MATERIAL CHANGES FOR SPECIFIC HORIZONTAL GAP REQUIREMENTS BETWEEN MOVEMENTS. D. AROUND RIGID STAIR AND ELEVATOR ELEMENTS (CONCRETEICMU) AND AT FIRE SEPARATION WALLS, PROVIDE ADJUSTABLE THRESHOLDS OR TRANSITIONS, 3. CONSTRUCTION TOLERANCE CONSIDERATIONS A. ALL STUDS SHALL BE CUT LEVEL SQUARE & TIGHT TO TOP & BOTTOM PLATES TO REDUCE ANY ADDITIONAL SHORTENING OF THE BUILDING DUE TO NESTING, SHIM ANY GAPS. B. ALL WOOD STRUCTURAL PANELS ON THE WALLS SHALL HAVE A RELIEF GAP AT EACH FLOOR LEVEL TO REDUCE THE POTENTIAL FOR BULGING. C. ALL FLOOR SHEATHING SHALL HAVE 1/8' GAPS AROUND ALL FOUR SIDES AT TIME OF INSTALL TO ALLOW FOR POTENTIAL BULGING. D. ALL SHEAR WALL HOEDOWNS SHALL BE CHECKED AND RETIGHTENED IMMEDIATELY PRIOR TO CLOSING OFF ACCESS WITH FINISH MATERIAL. ATS ROD SPRINGS AT TAKE UP DEVICES PRIOR TO CLOSING OFF ACCESS WITH FINISH MATERIAL. 4. MATERIAL STORAGE & PROTECTION A. ALL STORED MATERIAL SHALL REMAIN COVERED & ELEVATED FROM THE ELEMENTS TO REDUCE THE POTENTIAL FOR AN INCREASE IN MOISTURE CONTENT. B. DO NOT ALLOW WATER TO POND ON THE FLOOR SHEATHING, PROVIDE DRAIN HOLES IN THE FLOOR SHEATHING AS REQUIRED TO RELIEVE ANY WATER THAT MIGHT TEMPORARY POND. 5. POST OCCUPANCY CONSIDERATION A. REVIEW ROOF DRAINS EVERY 3 MONTHS FOR THE FIRST 18 MONTHS OF OCCUPANCY & THEN ANNUALLY & ADJUSTED AS NEEDED. B. VERTICAL JOINTS AT EXTERIOR DOORS, WINDOWS & AT CHANGES IN MATERIALS SHALL BE REVIEWED & CAULKED AS NEEDED AS SHRINKAGE OCCURS & ORIGINAL JOINT FAILS. C. REMEDIAL SELF -LEVELING WORK MAY BE REQUIRED AROUND CONCRETE OR CMU STAIR AND ELEVATOR TOWERS AS NEEDED AS SHRINKAGE OCCURS. NOTES - CONCRETE 1. ALL CONCRETE CONSTRUCTION TO CONFORM TO ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", THE GOVERNING EDITION OF THE ACI 318, AND ACI'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" ACI 301, UNLESS NOTED OTHERWISE. 2. WATER REDUCING ADD MIXTURES ARE ALLOWED IN CONCRETE MIX DESIGNS. 3. SYNTHETIC MICRO -FIBERS ARE NOT ALLOWED UNLESS SPECIFICALLY NOTED IN THESE DRAWINGS. 4. UNLESS OTHERWISE SHOWN IN THE ARCHITECTURAL DRAWINGS, PROVIDE 3/4' CHAMFERS AT THE EDGES THAT ARE EXPOSED TO VIEW IN THE FINISHED STRUCTURE. 5. REFERENCE ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW OPENINGS, DRIP SLOTS, REGLETS, MASONRY, ANCHORS. BRICK LEDGE ELEVATIONS AND FOR MISCELLANEOUS EMBEDDED PLATES, BOLTS, ANCHORS, ANGLES, ETC. 6. REFERENCE ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES. WHERE FINISH IS NOT SPECIFIED, CONFORM TO REQUIREMENTS OF ACI 301. 7. REFERENCE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR DRAINS, SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS, ETC. 8. CONTACT APEX ENGINEERS, INC. IF HOUSE KEEPING PADS OR INERTIA BASES ARE REQUIRED BEYOND WHAT IS SHOWN IN THE STRUCTURAL CONTRACT DOCUMENTS. 9. ALL REINFORCING STEEL TO BE DETAILED IN ACCORDANCE WITH ACI "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES." 10. REINFORCING SHALL BE CONTINUOUS WHEREVER POSSIBLE. SPLICES AND LAPS TO CONFORM TO ACI 318. REFER TO CONCRETE REBAR SCHEDULE. 11. DOWELS IN FOOTING, WALLS, AND DRILLED PIERS MUST BE IN POSITION 12. REFERENCE TYPICAL FOUNDATION DETAILS FOR INFORMATION ON REINFORCING REQUIREMENTS AT WALL AND SLAB OPENINGS. 13. REFERENCE TYPICAL FOUNDATION DETAILS FOR INFORMATION ON REINFORCING REQUIREMENTS AT CORNER AND TEE INTERSECTIONS. 14. PROVIDE VERTICAL CONTROL JOINTS ON ALL POURED CONCRETE WALLS AND BASEMENT WALLS. SPACE JOINTS AT 3 x WALL HEIGHT FOR WALLS LESS THAN 10'-0" AND WALL HEIGHT FOR TALLER WALLS. PROVIDE ADDITIONAL JOINT WITHIN 1 Y-0" OF CORNERS. 15. OPENINGS IN SLAB OF 1'-0" AND LESS ON A SIDE ARE GENERALLY NOT SHOWN ON THE STRUCTURAL DRAWINGS. REFERENCE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SUCH OPENINGS. NOTES - SHALLOW FOUNDATIONS 1. CONTRACTOR SHALL BE FULLY FAMILIAR WITH ALL ASPECTS OF THE SOILS REPORT BEFORE BEGINNING CONSTRUCTION. 2. CONTRACTOR SHALL USE THE SOILS REPORT FOR SPECIFICATIONS AND DETAILS FOR PLACEMENT OF PERIMETER DRAINS, UNDER -SUB DRAINS, AND ANY OTHER SOILS RELATED ITEMS. 3. CONTRACTOR SHALL REFER TO THE SOILS REPORT FOR ALL SOIL CONDITIONING REQUIREMENTS PRIOR TO PLACING BUILDING FOUNDATIONS. 4. ALL FOOTING EXCAVATIONS TO BE APPROVED BY GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE. 5. ALL FOOTINGS SHALL EXTEND BELOW FROST DEPTH REFER TO DESIGN INFORMATION NOTES - ROUGH CARPENTRY 1. CONTRACTOR IS RESPONSIBLE TO ADEQUATELY SHORE AND BRACE ALL FLOOR AND ROOF FRAMING AND WALLS DURING CONSTRUCTION. 2. NAILING: SHALL BE PER FASTENING SCHEDULE OF THE INTERNATIONAL BUILDING CODE. FOR PREFABRICATED CONNECTORS USE ALL FASTENERS AS PRESCRIBED BY THE MANUFACTURER. 3. ALL POST AND JAMBS ARE TO BE BLOCKED SOLID WITH THE SAME NUMBER OF PIECES AS THE POST OR JAMB WITHIN THE FLOOR SPACE AND CONTINUOUS TO THE FOUNDATION LEVEL. BLOCKING IS TO ALIGN WITH POST OR JAMBS. 4. SPECIES AND GRADES SHOWN IN SCHEDULE ARE THE MINIMUM ACCEPTABLE. BETTER GRADES MAY BE SUBSTITUTED. 5. PRESSURE TREATED WOOD TO BE USED WHEN EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY. 6. WOOD STRUCTURAL PANELS TO BE A.P.A. RATED AND EXPOSURE 1. PANELS TO BE MANUFACTURED PER U.S. DEP. OF COMMERCE PRODUCT STANDARDS PSI OR PS2. 7. ANY FASTENERS OR CONNECTORS TO AND THROUGH TREATED WOOD SHALL BE FASTENED WITH ASTM At 53 CLASS D HOT DIP GALVANIZED OR STAINLESS STEEL FASTENERS. 8. WOOD FRAMING WILL HAVE SHRINKAGE. THE CONTRACTOR SHALL COORDINATE REQUIREMENTS TO ACCOMMODATE SHRINKAGE WITH OTHER TRADES. 9. BORED HOLES FOR HORIZONTAL PLUMBING PIPING SHALL BE PROVIDED WITH FLEXIBLE JOINTS TO PERMIT MOVEMENT. 10. RIGID ELECTRICAL CONDUIT INSTALLED VERTICALLY SHALL BE PROVIDED WITH FLEXIBLE JOINTS TO PERMIT MOVEMENT. 11. ALL DIMENSIONAL LUMBER SHALL BE GRADE STAMPED WITH MOISTURE CONTENT NOT TO EXCEED 19%. 12. INCISED STRUCTURAL LUMBER NOT PERMITTED WITHOUT THE PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. 13. DIMENSIONAL LUMBER SIZES SHOWN ON PLANS ARE NOMINAL DIMENSIONS. DRESSED SIZES PUBLISHED IN THE LATEST EDITION OF AMERICAN SOFTWOOD LUMBER PS20 SHALL BE ACCEPTED AS MINIMUM NET SIZES CONFORMING TO SUCH NOMINAL SIZES. 14. WOOD HEADERS SHALL HAVE A FULL 3" LENGTH OF BEARING AT EACH END UNG. 15. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITH PREFABRICATED METAL JOIST HANGERS FOR REQUIRED CAPACITY. ALL PREFABRICATED METAL HARDWARE IS BY SIMPSON STRONG -TIE COMPANY OR APPROVED EQUIVALENT. CONNECTIONS IN CONTACT WITH PRESSURE TREATED WOOD SHALL HAVE G 185 GALVANIZED COATING PER ASTM M53 AND HOT DIPPED GALVANIZED FASTENERS PER ASTM A153. ALTERNATE CORROSION RESISTANT CONNECTIONS IN ACCORDANCE WITH IBC WILL BE CONSIDERED. PRIOR WRITTEN APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD IS REQUIRED. W WALL, FLOOR, AND ROOF SHEATHING NAILS SHALL HAVE FULL HEADS. CLIPPED NAILS ARE NOT ALLOWED IN THESE APPLICATIONS. 17. NAIL TYPE USED IN WALL, FLOOR, AND ROOF W SP SHEATHING SHALL BE COMMON OR GALVANIZED BOX NAILS. SINKER NAILS, COOLER NAILS, ETC ARE NOT PERMITTED IN THESE APPLICATIONS. 18. ALL SIDE LOADED LVL BEAMS TO BE FASTENED TOGETHER PER MANUFACTURER REQUIREMENTS. 19. ALL MULTI -PLY BEAMS TO BE SUPPORTED BY STUD PACK WITH ONE ADDITIONAL STUD THAN BEAM PLYS. MATERIAL SPECIFICATIONS STEEL MATERIAL SPECIFICATIONS STEEL MEMBERS MATERIAL WIDE FLANGE SHAPES W ASTM A992 CHANNELS C ANGLES L ASTM A36 PLATES ASTM A36 HOLLOW STRUCTURAL SHAPES NI ASTMA5000RADEC HIGH STRENGTH BOLTS ASTM F3125, GRADE A325 ANCHOR BOLTS HEX -HEAD UNO ASTM F1564(55 `s) 'S1. EPDXY ANCHOR RODS ASTM A36 STEEL DECK, PLAIN STEEL ASTM At 008, 33 Mi STEEL DECK, GALVANIZED ASTM A653,(33 ksi NON -SHRINK GROUT COL. BASES 5000 i28 DAY STRENGTH CONCRETE & REINFORCING STEEL SPECIFICATIONS MATERIAL SPECIFICATION REINFORCING BARS ASTM A615 GRADE 60 WELDED WIRE FABRIC ASTM A1064 PORTLAND CEMENT ASTM C 150 FLY ASH ASTM C 618,15% MAX CONCRETE AGGREGATES EPDXY- THREADED ROD ANCHORS ASTM C 33,314- MAXAGG. SIZE. HILTI HIT-HY 200 A OR SIMPSON SEI 313 EPDXY- REINFORCING BARS HIM HICHY 210 R OR SIMPSON SET 3G REBAR CONDITION MINIMUM CONCRETE COVER FORMED SURFACES EXPOSED TO GROUND OR WEATHER 2' UNFORMED SURFACE IN CONTACT WITH THE GROUND 3, WALLS AND SLABS NOT EXPOSED TO GROUND OR WEATHER 1, INTERIOR BEAMS AND COLUMNS (TO TIES OF STIRRUPS) CL CONCRETE MIX DESIGN REQUIREMENTS CONCRETE USE WEIGHT 28 DAY Pc MAX CEMENT WIC TYPE RATIO SLUMP (+I-1") %AIR FOOTINGSIPIERS NW 3500 psi IIII 0.5 1 5" 6%MAX FOUNDATION WALLS NW 3500 psi VII 11.50 4" 8%+/-1% INT. SLAB-MGRADE NW 4000 psi IIII 0.45 S 3% MAX CONCRETE SLAB SPECIFICATIONS SUPPORTING, UNO(POSTS SUPPORTING MU LY FLOOR FLATNESS, Fr SOV: 351 MLV:25 FLOOR LEVELNESS, FL SOV: 241 MLV: 17 COLD FORMED STEEL MATERIAL SPECIFICATIONS COLD FORMED MATERUIL SPECIFICATION 18 GAUGE MEMBERS AND LIGHTER ASTMA-653, GRADE 33 6 GAUGE MEMBE 1RS AND HEAVIER ASTM A-653, GRADE 50 WOOD MATERIAL SPECIFICATIONS MEMBERS MATERIAL SPECIFICATION JOIST, RAFTERS, HEADERS, BEAMS No.2 DFA. TREATED LUMBER No. 2 So. Pine STUDS, BEARING WALL No.2 HEM -FIR SILL AND TOP PLATES No, 2 HEM -FIR GILLUM BEAMS DF/DF SINGLE SPAN 24F -V4 MULTI SPAN 24F -V8 LAMINATED VENEER LUMBER, LVL Flo =2600 psi, E=2.0x WES psi LAMINATED STRAND LUMBER, LSE Flo =1]00 psi, E =1.3 x 10E6 psi PARALLEL STRAND LUMBER PSL Flo =1]00 E =1.3 x 1OE6 psi va. BOLTS AND THREADED RODS ASTM A307 (MIN.) NAIL SIZE REFERENCE COMMON NAIL BOX MAIL SEE 1 DIAMETER 1 LENGTH SEE DIAMETER LENGTH 8d 0.131' 21/2' m0.113' 21/2" 10d 0.148' 3' 10d 0.128' 3" 16d 0.162' 31/2' 1 16d 0.135' 3112' STRUCTURAL MASONRY MATERIAL SPECIFICATIONS MATERIAL SPECIFICATION CONCRETE MASONRY UNITS ASTM CSO NET AREA COMPRESSIVE STRENGTH 2000 psi MORTAR ASTM C-270, TYPE M OR S GROUT ASTM C476 MIN. 28 DAYCOMPRESSIVE STRENGTH 3000 mi MAXAGGREGATESIZE 318" SLUMP LIMIT 8' TO 11' VENEER MASONRY MATERIAL SPECIFICATIONS MATERIAL SPECIFICATION BRICK MASONRY UNITS ASTM CS2 MORTAR ASTM 0-270TYPE N OR S SYMBOLS / ABBREVIATIONS SYMBOLRAG DESCRIPTION APPLIES TO X DETAIL ON SHEET DETAILS, SECTIONS, SHEET NUMBER SX.X &ELEVATIONS T=XXX - XX" ELEVATION (TOP) FOOTINGS AND B - XXX - XX ELEVATION (BOTTOM) FOUNDATION WALLS T.O.X.LEVELS, WALL ZONES 10SF 20 SF NSF SPOT 4&5 40 psf 38 psi 36 psi ELEVATION MARK ELEVATIONS, & PLAN - 5 -53 psf -50 psf 45 psf ELEVATIONS T.O.S.= XXX -XX' TOP OF STEEL PLAN VIEW NOTATIONS 13 psf J�f43 ELEVATION -43 f2 JST BRG= XXX! -XX' JOIST BEARING PLAN VIEW NOTATIONS -5] f3 ELEVATION 46 psf3' QREVISION MARK SHEET REVISIONS ABV I DEFINITION ABV DEFINITION SI = 0.060 AB ANCHOR BOLT SIM SIMILARCONDITION DESIGN SPECTRAL RESPONSE ACCELERATIONS CJ CONTRACTION JOINT STD STANDARD SEISMIC ANALYSIS PROCEDURE EQUIVALENT LATERAL CL CENTERLINE TOC TOP OF CONCRETE DA DIAMETER TOD TOP OF DECK EOD EDGE OF DECK ANGLE TOL TOP OF LEDGE ED$ EDGE OF SLAB TOM TOP OF MASONRY EXT EXTERIOR TOS TOP OF STEEL GA GAUGE TOW TOP OF WALL HAS HEADED ANCHOR STUDS TYP TYPICAL CONDITION OC ON CENTER UNO UNLESS NOTED OTHERWISE PAF POWDER ACTUATED FASTNR WP WORK POINT WOOD FRAMING PLAN SYMBOLS SYMBOL DESCRIPTION 30 psf CONCEALED FLANGE HANGER REF SCHEDULE OCCUPANCY OR USE JOIST HANGER REF SCHEDULE UNIFMtM POINT JOIST BEARING LOCATION - TYPICAL ROOF 20 psf N/A 2x POST TO BE MIN. WIDTH OF MEMBER IT IS m SUPPORTING, UNO(POSTS SUPPORTING MU LY LVL BEAMS TO HAVE ONE ADDITIONAL STUD THAN BEAM PLYS 0 2x POST DOWN TO HEADER, MUST BE MIN. WIDTH OF MEMBER IT IS SUPPORTING, END POST ABOVE. FRAMER MUST ENSURE THAT POST ® BEARS ON BEAM BELOW OR IS CONTINUOUS DOWN TO THE FOUNDATION LEVEL. BASE PLATE TAG � BASE PLATE CALLOUT�yfS,vx p5�QR8 BOTTOM OF BASE PLATE PLAN COLUMN �y ELEVATION 0 PLATE SHOWN FOR CENTERLINES OF COLUMN ORIENTATION GRID/DIMENSION LINES COLUMN TAG �0 P CAP PLATE CALLOUT COLUMN SIZE+y+ 40 CONNECTION DETAIL PLANCOLUMN r� CENTERLINES OF COLUMN GRIDIDIMENSION LINES SHEAR WALL LEGEND: /WALL, SHEAR WALL END / REF PLAN f STUDS, REF PLAN CONTINUESTUD SHEAR WALL. FEESHEAR WALL, REF PACK FROM SHEAR PLAN, HATCH WALLABOVE DENOTES SHEATHING SHEAR WALL PLAN APPLIED THIS FACE HOLDOWN ANCHOR /FOUNDATION, REF PLAN /LOCATION, REF PLAN FOUNDATION PLAN DESIGN INFORMATION BUILDING CODE: 2018 INTERNATIONAL RESIDENTIAL CODE AS ADOPTED AND/OR AMENDED BY LOCAL BUILDING CODES SOILS INFORMATION: THE FOUNDATION DESIGN PROVIDED IS BASED OFF OF A MINIMUM ALLOWABLE PRESUMPTIVE LOAD-BEARING VALUE AS INDICATED BY IRC TABLE R401 A.1 IN LIEU OF A SITE BASE GEOTECHNICAL EVALUATION. R IS RECOMMENDED THAT A QUALIFIED GEOTECHNICAL ENGINEER BE RETAINED TO VERIFY THESE ASSUMPTIONS PRIOR TO CONSTRUCTION. BY USE OF THIS FOUNDATION DESIGN WITHOUT PROVIDING SUCH VERIFICATION, APEX WILL NOT BE LIABLE FOR THIS DESIGN PARAMETER, AND THE OWNER SHALL ACCEPT ALL RISKS ASSOCIATED WITH DAMAGE T THE STRUCTURE AS A RESULT OF EXPANSIVE, COMPRESSIBLE, SHIFTING AND/OR OTHER QUESTIONABLE SOILS CHARACTERISTICS THAT MAY BE PRESENT ON-SRE. FROST DEPTH 36' PRESUMPTIVE LOAD-BEARING PRESSURE 1500 psf WIND DESIGN DATA' Main Building OCCUPANCY CATEGORY II ULTIMATE WIND SPEED (3 SECOND GUST V 135 mh v WIND EXPOSURE CATEGORY C VELOCITY PRESSURE, qz 33.7 psf INTERNAL PRESSURE COEFFICIENT, GCpi 0-0.18 WIND DESIGN COMPONENTS & CLADDING DATA Main Building EDGE REGION, a 3' - 0" WALL ZONES 10SF 20 SF NSF 200 SF 4&5 40 psf 38 psi 36 psi 32 psf 4 43 psf 41 psf -39 psf -35 psf 5 -53 psf -50 psf 45 psf -38 psf ROOFZONES 10SF 20 SF NSF 500 SF All Zones 16 psf 15 psf 14 psf 13 psf J�f43 1 43 psf 43 psf 43 psf -43 f2 -50 psf -49 psf -4] psf 46 psf2' -60 sf -59 psf -58 psf -5] f3 -6] psf -61 psf -53 psf 46 psf3' -94 sf -83 psi -]0 psi -EO f SEISMIC DESIGN SITE DATA SPECTRAL RESPONSE COEFFICIENTS Ss=0.226 SI = 0.060 SITE CLASS (PER SOILS REPORT) C DESIGN SPECTRAL RESPONSE ACCELERATIONS SDS= 0.196 Sol = 0.060 SEISMIC ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE SEISMIC DESIGN BUILDING DATA: Main Building LATERAL SYSTEM: A. BEARING WALL SYSTEMS No. 15. LIGHT -FRAME (WOOD) WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE OR STEEL SHEETS RESPONSE MODIFICATION, R 6.50 DEF. AMPLIFICATION FACTOR, Cd 4.00 OVERSTRENGTH FACTOR,0 3.00 SEISMIC RESPONSE COEF., Be 0.030 SEISMIC BASE SHEAR, V 0.5 kip SEISMIC DESIGN CATEGORY B SEISMIC RISK CATEGORY II ROOF SNOW LOAD DATA Main Building GROUND SNOW LOAD, PS 1 30 paf SNOW LOAD IMPORTANCE FACTOR 1.00 SNOW EXPOSURE FACTOR C, 1.00 THERMAL FACTOR, G1122. SLOPE FACTOR, C, 1.00 ROOF SNOW LOAD, Pr 30 psf GRAVITY LOAD DATA: OCCUPANCY OR USE LOADS UNIFMtM POINT ROOF DEAD LOADS - TYPICAL ROOF 20 psf N/A ROOF LIVE LOADS • ROOF: ORDINARY FLAT, PITCHED, AND CURVED 20 psf SHEET LIST - STRUCTURAL SHEET NUMBER MEET NAME 5700 GENERAL NOTES AND SPECIFICATIONS $110 FRAMING& SHEARWALL NOTES AND DETAILS 5200 FOUNDATION AND ROOF FRAMING PILINS 8400 WAIISECTIONS 5500 DETAILS (P REVOLVE DESIGN BUILD 5168 PARFET ST. UNIT I WHEAT RIDGE, CO 80033 ]20-2314156 / revolvedb.com CA'A e`AO/9It ON 50 W AK ENGINEER', NC. 2701 Lawrence SL Unit 19 Denver, CO ZIP ph:(72))588-3222 w .apex-ergineers.00m PROJECT#: 4UP2 DRAWN BY: No CHECKED BY: JUL SUBMITTAL DATE: 3/24121 6 Z M M w z w CD 0 0> 00 0 Q0 U Lj W < m 0 LU CD W_ aF < CD lc)� T `Jr � GENERAL NOTES AND ECIFICATION S100 SCHEDULE - SHEAR WALLS (COMBINED MARK) MARK BLOCKED SHEATHING ENE NMLS 1.1741 A35 SILL PLATE ATTACHMENT TYPE I THICKNESS PLACEMENT SIZE SPACING SPACING NAILING SS'DIA A.B. SPACING SiS Ves I WSPSHEATHING 7/16" ONE -SIDE 8d 6' 1 i6" I 16d ATB"OC 48" S3 -B Yes I WSPSHEATHING 7/16' ONE -SIDE 8tl 3' 1 8" 1 16d AT4'OC 24" NAIL SIZES GIVEN PRE FOR COMMON NNLS OR GALVANIZED (HOT -DIPPED ORTUMBLED) BOX NAILS. SINKER NAILS, COOLER NAILS, ETC. SHALL NOT BE USED FOR WSP SHEAR WALLS. SHEAR WALL NAILS SHALL HAVE FULL HEADS, CLIPPED NAILS ARE NOT ALLOWED. All NAILS SHALL BE DRIVEN SUCH THATTHE HEAD IS FLUSH WITH FACE OF SHEATHING. DOW OVERDRIVE NAILS, PROVIDE INTERMEDIATE NAILING (RECD) AT 17 OC, TYP. PROVIDE (2) TOTAL RIMBOARDS OR A LAYER OF BLOCKING IN ADDITION TO THE RIMBOARD WHERE SOLE PLATE NAILING REQUIRES 2 ROWS OF FASTENERS PER SCHEDULE. SILL ANCHORS MAY BE CAST -IN-PLACE FBOLTS WITH 8' EMBED OR SIMPSON TITEN HD SCREW ANCHORS WITH 6" EMBED. REF SCHEDULE FOR BOLT DIAMETER. BOTH BOLT TYPES REQUIRE 0229X3`3' PLATE WASHER WITH EDGE OF PLATE LOCATED WITHIN Y' OF SHEAR WALL SHEATHING. AT WALLS DESIGNATED AS FORCE TRANSFER SHEAR WALLS, PROVIDE SIMPSON STRAP ABOVE AND BELOW ALL OPENINGS PER SHEAR WALL DETAIL END STUDS MUST CONTINUE DOWN TO FOUNDATION WALL UNLESS INTERRUPTED BY TRANSFER BEAM. TRIMIJAMB STUDS OF OPENINGS DO NOT COUNT TOWARDS THE REQUIRED NUMBER OF END STUDS IN A SHEAR WALL. PROVIDE DOUBLE STUDS AND BLOCKING NAILED TOGETHER WITH (2)16d NAILS AT 6' OC OR 3 -NOMINAL STUDS AND BLOCKING AT ME FOLLOWING CONDITIONS. i.2' OC EDGE NAIL SPACING I. 10d NAILS AT Y OC OR SMALLER EDGE NAIL SPACING mi, DOUBLE SIDED SHEAR WALL WHERE PANEL JOINTS ALIGN TO THE SAME STUD. 51101 a14,.-1._0• SILL PLATE HOLDDOWN BRACKET, REF SCHEDULE WOOD SCREWS INTO a VERTICAL CHORD, REF MANU SPECS FOR SIZE AND NUMBER OF FASTENERS T.O. SLAB h V422wT: :MBEDMENT DEPTH PER SCHEUDLE TOE h REP= ANCHOR ROD, REF SCHEDULE WOOD HOLDDOWN ANCHOR HOLDDOWN BRACKET, MARK HOLDOWN ALTERNATE INSTALLATION LOCATION REF SCHEDULE HDU2 I HDU2-$D$2.$ ROTATED SO DEGREES ON SIDEWALL I 18' HDUS HDU5-SDS2.5 LIEU OF BACK WALL (NOTE: OPTION 18" NOTES: 1. GENERAL CONTRACTOR TO VERIFY LOCATION OF SIMPSON SB BOLTS AT CORNER LOCATIONS ONLY) 2. ALL HOLDDOWNS ARE SIMPSON PRODUCTS U.N.O. 3. FOR HDU14 OR GREATER USE HEAVY HEX NUT. d. HD19 REQUIRES OF END STUDS AND HD EMBED PLATE. 5. GENERAL CONTRACTOR OPTION: INSTALL EMBED (HDEP #1) IN LIEU OF WOOD SCREWS INTO 2x VERTICAL NOT PERMITTED FOR HOLDDOWN ANCHORAGE. THEREFORE, THE LOCATION OF CAST -IN-PLACE SB BOLTS IS CRITICAL. PLATE NICTILLET WELD ALL CHORD, REF MANUFACTURER'S AROUND SCHEDULE SPECS FOR SIZE AND # OF I 10d COMMON (3X0.148') FASTENERS NUMBEROF ANCHOR ROD, REF SCHEDULE 2I TYPICAL HOLDDOWN ANCHOR PLAN 5110 I w=11-011 SCHEDULE - HOLDOWN MARK HOLDOWN ANCHOR BOLT 1 MIN. EMBED HDU2 I HDU2-$D$2.$ I SB5/Bx24 I 18' HDUS HDU5-SDS2.5 S85/8x24 18" NOTES: 1. GENERAL CONTRACTOR TO VERIFY LOCATION OF SIMPSON SB BOLTS PRIOR TO FOUNDATION WALL REBAR INSPECTION. 2. ALL HOLDDOWNS ARE SIMPSON PRODUCTS U.N.O. 3. FOR HDU14 OR GREATER USE HEAVY HEX NUT. d. HD19 REQUIRES OF END STUDS AND HD EMBED PLATE. 5. GENERAL CONTRACTOR OPTION: INSTALL EMBED (HDEP #1) IN LIEU OF SB BOLTS FOR EASE OF CONSTRUCTION. POST INSTALLED ANCHORS ARE NOT PERMITTED FOR HOLDDOWN ANCHORAGE. THEREFORE, THE LOCATION OF CAST -IN-PLACE SB BOLTS IS CRITICAL. HD EMBED PLATE SCHEDULE END STUD PACK, REF MANU- REP PLAN FACTURER HOEDOWN, FASTENERS REF PLAN 5/16' ATSSBC ROPTO WOOD STRUCTURAL PANELS, SUBFLOOR, ROOF AND INTERIOR WALL STEEL -BEAM SILL ANCHOR BOLTS, CONNECTION WITH 1 REF SHEAR WALL IN' X 12' ROD SCHEDULE (SIMATSSBCIM) AB EMBED PLATE FOR Fr`E #5 x WP REBAR WELDED TO HOEDOWN ANCHOR PLATE NICTILLET WELD ALL REF HOLDOWN AROUND SCHEDULE 32.718'-1-114' I 10d COMMON (3X0.148') 6" NUMBEROF TYPE THICKNESS WIDTH LENGTH BARS HDEP#1 1" 51/2' 10" 2 EP#2 1' 8' T-4" 6 SCHEDULE - WOOD FASTENING IRC TABLE 6IM3 1 DESCRIPTION BAR SPACING AND OF BUILDING I CLASS B BAR STD. La CLASS B FASTENERS ELEMENTS NUMBER AND TYPE OF FASTENERA" EDGER FIELDCA WOOD STRUCTURAL PANELS, SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICLEBOARD WALL SHEATHING TO FRAMING [SEE TABLE RM2.3(3) FOR WOOD STRUCTURAL PANEL =RIOR WALL SHEATHING TO WALL FRAMING( 30.318--12' M COMMON EDI 13')(SUBFLOOR AND WALL) 6' 12'F AB 8tl COMMON (212'X0.131) (ROOF) 43" 43" 58" JO 29" 37' 38' 49' 31.19132'-314' 1 Bd COMMON 2424.131" 6' 1 12'r 32.718'-1-114' I 10d COMMON (3X0.148') 6" 12' OTHER WALL SHEATHINGS 33.112' 1-12" GALVANIZED ROOFING NAIL 3" 6" STRUCTURAL (7I16"HEADDAMETER) 6' 3- CELLULOSIC 6' 3" 2112" 6" #5 FIBERBOARD 3 3/4' 212" 712" #5 9' SHEATHING #6 12" 41/2' 34.25132' 1-314" GALVANIZED ROOFING NAIL 3" 6" STRUCTURAL RAITHEADDLAMETER) 0 0 CELLULOSIC - 11_ U�O D4 VIO DI, FIBERBOARD I U w I�La�i Lrw w J- U (3) IN BO%3X0.128" SHEATHING I �La� (3)1 A COMMON (3X0.148'); OR TOE NAIL 35, W- GYPSUM 1-12" GALVANIZED ROOFING NAL (7116 -HEAD T 7" SHEATHING DIAMETER; OR 1114" SCREWS TYPE W ORS 90 135 36.518-GYPSUM1-814"GALVAN'ZED ROOFING NAIL(7116'HEAD T T SHEATHING DIAMETER;0R 1518" SCREWS TYPEWORS 3' 3' WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYNIENT TO FRAMING 37, Till AND WCOMMON (2-1,2X0.131-) W 12' LEM #7 51/4" 101/2' 5116" 3112- #5 21/2' 38.7,8'-1' WCOMMON 2-112X0.131' 6' 12- 3SI118--1 IME iM COMMON 3'4.148") 6' 12' NOTES: A NAILS ARE SMOOTH -COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED. NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM AVERAGE BENDING YIELD STRENGTHS AS SHOWN: SO KSI FOR SHANK DIAMETER OF 0.192INCH (ND COMMON NAIL), W KSI FOR SHANK DIAMETERS LARGER THAN 0.142 INCH BUT NOT LARGER THAN 0.1 T7INCH, AND 100 KSI FOR SHANK DIAMETERS OF 0.142 INCH OR LESS. B. STAPLES ARE 16 GAGE WIRE AND HAVE A MINIMUM 7116 -INCH ON DIAMETER CROWN WIDTH. C. NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS PRE 4 INCHES OR GREATER. D. FOUR -FOOT BY&FOOT OR AFOOT BY 9,FOOT PANELS SHALL BE APPLIED VERTICALLY. E. SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON TABLE R602.3(2). F. WHERE THE ULTIMATE DESIGN WIND SPEED IS 130 MPH OR LESS, NAILS FOR ATTACHING WOOD STRUCTURAL PANEL ROOF SHEATHING TO GABLE END WALL FRAMING SHALL BE SPACED 61NCHES ON CENTER. WHERE THE ULTIMATE DESIGN WIND SPEED IS GREATER THAN 130 MPH, NAILS FOR ATTACHING PANEL ROOF SHEATHING TO INTERMEDIATE SUPPORTS SHALL BE SPACED 6INCHES ON CENTER FOR MINIMUM 48 -INCH DISTANCE FROM RIDGES, EAVES AND GABLE END WALLS; AND 41NCHES ON CENTER TO GABLE END WALL FRAMING. G. GYPSUM SHEATHING SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH GA 253. FIBERBOARD SHEATHING SHALL CONFORM TO ASTM C 208, H. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING AND AT FLOOR PERIMETERS ONLY. SPACING OF FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF OR FLOOR SHEATHING PANEL EDGES PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT BE PROVIDED EXCEPT AS REQUIRED BY OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID BLOCKING. I. WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE, PROVIDE TWO TOE NAILS ON ONE SIDE OF THE RAFTER AND TOE NAILS FROM THE COLLINS JOIST TO TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE. THE TOE NAIL ON THE OPPOSITE SIDE OF THE RAFTER SHALL NOT BE REQUIRED. SCHEDULE - CONCRETE REBAR DEVELOPMENT LENGTHS - La Pc=30M PSI Tic MISS PSI BAR STD. La I CLASS B BAR STD. La CLASS B TYP. TOP SIZE TYP. TOP SIZE TYP. TOP TYP. TOP #4 22" 29" 29" 38" JM 19" 25' 25' 33' q5 28" 36' 37' 47' 45 24' 31' 32' 41' AB 33" 43" 43" 58" JO 29" 37' 38' 49' STANDARD HOOKS S BAR BENDS Pc=30M PSI Tic =40M PSI BAR Lah „0„ (4) 104 BOX(YXO.128") Len "0" SIZE PARTITIONS (NO THRUST) 180 M SIZE 180 90 #4 6' 3- 2 VT 6" #d 6' 3" 2112" 6" #5 10" 3 3/4' 212" 712" #5 9' 3 3/4' 2112' T 112' #6 12" 41/2' 3' 9' #6 10' 41/T 3" 9" BAR BENDS 180 DEGREE HOOK 90 DEGREE HOOK 0 0 0 - 11_ U�O D4 VIO DI, De m I U w I�La�i Lrw w J- U (3) IN BO%3X0.128" Lan I �La� (3)1 A COMMON (3X0.148'); OR TOE NAIL RIDGE BEAM STIRRUPS, TIES, & HOOPS BAR 0 La.1 BAR 0 Lam 90 135 180 SUE 9. STUD TO STUD AND SUE 90 135 180 #3 11/2' 3' 3' 21/2' #6 41/2' 9' 4112" 3" #d 2- 3- 3" 21/2" #7 51/4" 101/2' 5116" 3112- #5 21/2' 33/4' 33/4" 212" #8 6' 12' 1 6' 1 4" 90 DEGREE HOOK 135 DEGREE HOOK 180 DEGREE HOOK 17 OC EA EDGE, 0 "00 Db De Db TOE NAIL TO SND �L RECTANGULAR CIRCULAR BAR B BEAMICOLUMN TIE COLUMN/PIERTIE CLEARANCE SPLICE (8)1M COMMON (&12X0.162'); OR 0/STD. La\ / \Y (12) iM BOX (3W.128') JOINT, FACE NAIL WITH SEISMIC BRACED (MIN 24" IAP SPLICE WALL LINE SPACING <25' Da \ I 16d COMMON (3-11290.135'); OR 16" OC FACE NAIL (3) (q) 164 BOX(3-10x0.136') 12- OC FACE NAIL vb� 15. BOTTOM PLATE TO (2)1M COMMON (3100.162"); OR 16' OC FACE NAIL JOIST, RIM JOIST, BAND (3)1W BOX (3-112-4.135P) JOIST OR BLOCKING (AT \- Dh 16. STUD TO TOP OR BOTTOM (4) Bd BOX (2112'x0.113'); OR TOENAIL PLATE NOTES: 1. USE THE ABOVE TABLE UNLESS NOTED OTHERSIZE ON PLAN OR IN DETAILS. 2. PROVIDE 6" LAP AT ALL WELDED WIRE FABRIC JOINTS. 3. PROVIDE 1 Da (1' MINIMUM) CLEARANCE BETWEEN ADJACENT BARS. 4. PROVIDE WIRE TIES AT EACH END OF BAR SPLICE, 5. DO NOT PROVIDE CLASS A SPLICE UNLESS SPECIFICALLY DETAILED. SCHEDULE - WOOD FASTENING IRC TABLE R602.3(1) DESCRIPTION OF NUMBER AND TYPE OF SPACING AND BUILDING ELEMENTS FASTENEIP"c LOCATION ROOF 1. BLOCKING BETWEEN (3) 8tl COMMON (2-12"x0.131"); OR TOE NAIL CEILING JOISTS OR RAFTERS (3) 104 BOX (YxDIZIE) TO TOP PLATE. 2. COLLINS JOIST TO TOP (3)8d COMMON (2-12"x0.131"); OR PER JOIST, PLATE (3)104 BOX (3"x0.128") TOENAIL 3. COLLINS JOIST NOT (3)164 COMMON(3-12X0.i6Y); OR FACE NAIL ATTACHED TO PARALLEL (4) 104 BOX(YXO.128") RAFTER, LAPS OVER PARTITIONS (NO THRUST) 4. CEIUNG JOIST ATTACHED PER TABLE R802.5.1(9) FACE NAIL TO PARALLEL RAFTER (HEELJOINT) 5. COUAR TIE TO RAFTER, (3) 104 COMMON (3X0.19P)'OR FACE NAIL FACE NAIL OR 1114"X20 GA. (4) 1 M 80X(3)0.128") EARAFTER RIDGE STRAP TO RAFTER. 6. RAFTER OR ROOF TRUSS (3) 1 M COMMON (SWAMP); OR (2)TOE NAIL, TO TOP PLATE (3) 1 M BOX(2-12X0. MPU OR (1) Ek SIDE' 4 1M BOX 3"x0.128" 7. ROOF RAFTERS TO RIDGE (2)1M COMMON(3-112X0.162'); OR END NAIL VALLEY OR HIP RAFTERS; (3) IN BO%3X0.128" OR ROOF RAFTER TO T (3)1 A COMMON (3X0.148'); OR TOE NAIL RIDGE BEAM 4)1M BOX 3"x0.128" WALL 8. STUD TO STUD (NOT AT 16d COMMON 312X0.162'; OR 24" CIE, FACE NAIL BRACED WALL PANELS) 1W BOX 3'X0.128' 16" OC, FACE NAIL 9. STUD TO STUD AND 16d COMMON(2112X0.1 STY, OR 16- OC, FACE NAIL ABU71NGSTUDSAT INTERSECTION WALL 16d BOX(3-112"x).135"); OR 12'OC, FACE NAIL CORNERS (AT BRACED WALL PANELS) 10. BUILT UP HEADER IT TO 16d COMMON (312X0.162'); OR IIP OC EA EDGE, 2" HEADER WITH 112" FACE NAIL SPACER) 16d BOX(2-12X0.135") 17 OC EA EDGE, FACE NAIL 11. CONTINUOUS HEADER (4) 8d COMMON (2-100.131'); OR TOE NAIL TO SND 4)1M BOX 3X0.128" 12. TOP PLATE TO TOP 16d COMMON 312X0.128'; OR 16"OC FACE NAIL PIATE 10d BOX 3'x0.128" 1T OC FACE NAIL 13. DOUBLE TOP PLATE (8)1M COMMON (&12X0.162'); OR EA SIDE OF END SPLICE FOR SDCs A-02 (12) iM BOX (3W.128') JOINT, FACE NAIL WITH SEISMIC BRACED (MIN 24" IAP SPLICE WALL LINE SPACING <25' LENGTH EA JOINT 14. BOTTOM PLATE TO 16d COMMON (3-11290.135'); OR 16" OC FACE NAIL JOIST, RIM JOIST, BAND 164 BOX(3-10x0.136') 12- OC FACE NAIL JOIST OR BLOCKING (NOT AT BRACED WALL PANELS) 15. BOTTOM PLATE TO (2)1M COMMON (3100.162"); OR 16' OC FACE NAIL JOIST, RIM JOIST, BAND (3)1W BOX (3-112-4.135P) JOIST OR BLOCKING (AT BRACED WALL PANELS) 16. STUD TO TOP OR BOTTOM (4) Bd BOX (2112'x0.113'); OR TOENAIL PLATE (3)164 BOX IS I/ x0.135"); OR (4) 8tl COMMON (2-12"x0.131"); OR (4)1M BOX (3'x0.128"); OR (3) 1M BOX 1312"x0.135"); OR END NAIL 21M COMMON112X0.162"OR l (3)1M BOX (3"x0.128") 17. TOP PLATE, LIPS AT (2)1M COMMON (3-12'x0.162'); OR FACE NAIL CORNERSAND (3) 1 M BOX (21 INTERSECTIONS 1 B.1 -BRACE TO EA STUD (3) N BOX (210XD.1131; OR FACE NAIL AND PLATE (2) 8d COMMON (2-10x0.131'); OR 2 1M BOX 3'X0.120 19.1'x8' SHEATHING TO EA (3)8d B0%(2112"X0.113"J;OR FACE NAIL BEARING (2)Bt COMMON(2-10x0431"); OR (2)1M BOX (370.128') 20.1'x8' AND WIDER SHEATHING TO EA BEARING (3)8d COMMON (2-10x0.131'):OR 3)1M FACE NAIL FLOOR 21. JOISTTO SILL, TOP (4) 8d BOX (210X0.IYL OR TOENAIL PLATE, OR GIRDER (3)8d COMMON (2-194131"); OR (3)10d BOX (S"XO 129 ) 22. RIM JOIST, BAND JOIST, 8tl BOX 2-112'x0.113' 4' OC, TOE NAIL OR BLOCKING TO SILL OR (3) 8d COMMON (24174.1311; OR 6" OC, TOE NAIL TOP PLATE (ROOF APPLICATIONS ALSO) (3) 1 M 80X(3"%0.120") 23.1-x6- SUBFLOOR OR (3)Bd COMMON (2-12"x0.131"); OR FACE NAIL LESS TO EA JOIST (2)Bd COMMON (2-100.131'); OR (2)1M BOX (3'x0.128") SET SUBFLOOR TO JOIST (2) 1 M BOX(3.12X0.1 NE OR BLIND AND OR GIRDER 2)1M COMMON (3-112"x0.162') FACE NAIL 25.2' PIWNKS(PLANK & (2)1MBOX(342"x0.135")', OR EA BEARING, BEAM - FLOOR &ROOF) (2)1M COMMON I3 -112"x0.162-) FACE NAIL 26, JOIST TO BAND JOIST OR (3)164 COMMON (3-112'x0.135'); OR END NAIL RIMJOIST (4) 1M BOX(YXI)A28") 27. BUILTdJP GIRDERS AND 2M COMMON (4W.192') NAIL EA LAYER AS BEAM, 2 -LUMBER LAYERS FOLLOWS: 32 OC AT TOPANDBOTTOM STAGGERED 10d BOX(3X0.128") 24P OC FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES AND: ATENDSAND (2) 2M COMMON 14'x0.1920); OR AT EA SPLICE, 3 1M BOX(MAW) FACE NAIL 28. LEDGER STRIP (3)1MBOX(3FI0((r135');OR EAJOISTOR SUPPORTINGJOISTSOR (3)IMCOMMQN I3 -12'x0.162'); OR RAFTER, FACE NAIL RAFTERS 4)1M BO% 3X0.128" 29. BRIDGING TO JOIST 2)1M BOX (3"x0.128" EA END, TOE NAIL REQUIRED 1. FOOTINGIPIER FORM WORK AND REINFORCEMENT.• 2. CONCRETE WALL FORM WORK AND REINFORCEMENT.' 3. SHEAR WALL HOLDOWNS, SHEATHING, AND MAIL SPACING P 4. FINAL FRAMING! a. E.O.R REQUIRES 48 HOUR NOTICE PRIOR TO OBSERVATION. OBSERVATION TO OCCUR WHEN MAJORITY OF FORM WORK AND REINFORCEMENT IS IN PLACE AND NO MORE THAN 24 HOURS BEFORE CONCRETE FOUR b. CONTRACTOR TO NOTIFY E.O.R. PRIOR TO ANY HOLDOWNS OR NAILS ARE COVERED BY FINISHES. ALL STRAPS AND HOLDOWNSTO BE INSTALLED PER SHEAR WALL DETAILS MND MANUFACTURER SPECIFICATIONS. ALL PANEL EDGES MUST BE NAILED PER SHEAR WALL SCHEDULE AND ALL PANEL ENE BLOCKING TO BE INSTALLED PRIOR TO OBSERVATION. c. E.O.R. TO SIGN OFF ON ALL FRAMING PRIOR TO WRITING REPORT OF COMPLETION FOR CERTIFICATION OF OCCUPANCY. G.C. TO INSTALL ALL MEMBERS NOTED ON PLANS AND HAVE ALL CONNECTION AND SUPPLEMENTAL HARDWARE INSTALLED PRIOR TO FINAL FRAMING OBSERVATION UNLES PREVIOUSLY OBSERVED AND SIGNED OFF ON BY E.O.R. Q) REVOLVE DESIGN BUILD 5168 PARFET ST. UNIT I WHEAT RIDGE, CO 80033 720-2314156 / revolvedb.com CAS 0 AK ENGINEER', NC. 2701 Lawrence SL Unit 19 Denver, CO ZIP ph:(720)5138-3222 wwW.apex-ergineers.com PROJECT#: 4072 DRAWN BY: ALP CHECKED BY: JML SUBMITTAL DATE: 312421 6 Z M M w z w CD 0 0> 00 F -Q0 U V / Lr) LLI W w M C7 W_ r< %00 J0< V � T FRAMING & SHEARWALL NOTES AND DETAILS silo A PLAN NOTES - WOOD ROOF NOTES 1. ROOF SHEATHING: 5/8" NOMINAL APA RATED WSP, 40/20 SPAN RATING. PANEL FASTENED WITH 1 W NAILS AT 6" OC EDGE AND 12' OC FIELD. 2. ROOF CONSTRUCTION: REFERENCE ARCHITECTURAL DRAWINGS FOR ROOF MATERIAL, WATERPROOFING MEMBRANE, AND INSULATION. 3. WALL CONSTRUCTION: STUD GRADE 2x4 SPF STUDS AT 16 OC MAX, UNO. /1 2 4. WALL SHEATHING: 15/32" APA RATED WSP, 24116 SPAN RATING. PANEL 27'-1 lZ' EDGES FASTENED WITH M NAILS AT 6' OC EDGE AND 12" OC FIELD. T TIB"7 3/4" 5. ALL UNMARKED HEADERS SHALL BE MIN (2) 2x10, UNO. 2.51-10' 6. REFERENCE GENERAL NOTES FOR ADDITIONAL SPECIFICATIONS. 1 T. REFERENCE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS, 5400 FINISHES, AND ADDITIONAL NOTES. STEP B.O.W. RE: 4 / SSM ------------- vsorer r 5" SLAB ON GRADE T.O. SLAB = SLOPES RE. ARCH STEP B.O.W. RE: 41 5500 RE: ARCH FOR FLOOR DRAIN I \ I / lill 11 HATCH INDICATES (E) NARK (3) #5 BARS DRILL AND EPDXY TOP — FOUNDATION AND ADDITIONALREMIREMENTS AND BOT BARS AND FTG BARS INTO FOOTINGS TO REMAIN PAT10'OC EA WAY (E) WALL W/ 5- MIN EMBED. USE ITS1.8119.5 HUC01.8119SDS (2)2x10 SIMPSON SET XP, TYP (2) LOCATIONS. 5348 (2) END STU MIN. L- 2 PGA Ia 1 FOUNDATION WALL PLAN 41 1/4. = 1'-0.. Fs B (2)ENDNDSV-r SHEL PLAN 1l4" =1' l' -0"-O" C m C S! R 51-8 (2) END STUDS MIN. L=6'-4" w PLAN NOTES - FOUNDATIONS 1. PROVIDE CONTROL JOINTS (1/4 SLAB DEPTH)AT 10'-0" OC BOTH WAYS, NOT SHOWN FOR CLARITY. 2. CONTRACTOR TO VERIFY ALL FOUNDATION ELEVATIONS AND STEPS PER SITE CONDITIONS. 3. TOP OF SLAB ELEVATION SHOWN IN PLAN IS FOR REFERENCE ONLY. 4. REFERENCE ARCHITECTURAL DRAWINGS FOR WALL OPENING DIMENSIONS, EXTERIOR FINISHES AND ADDITIONAL NOTES. 5. REFERENCE GENERAL NOTES SHEET FOR ADDITIONAL FOUNDATION SPECIFICATIONS. 6. CONTRACTOR TO CONTACT APEX ENGINEERS, INC AT LEAST 48 HRS IN ADVANCE OF ANY CONCRETE POUR. SCHEDULE - CONTINUOUS FOOTING MARK I 1111DTH I DEPTH I LONG BARS TRANSBARS CF1 I 1'-4' 1 10' 3 9 CONT SCHEDULE - SLAB ON GRADE NARK I SLABPROPERTIES SLAB REINFORCING ADDITIONALREMIREMENTS S35 5'(TOTALDEPTH(NW CONCRETE PAT10'OC EA WAY HUS1.81110 SCHEDULE - WOOD HANGER BEAM FACEMOUNT RANGER TOP FLANGE HANGER CONCEALED HANGER 919 Til 110 IU51.8119.5 ITS1S1N.5 WA 1314W I0 LVL HUS1.81110 ITS1.8119.5 HUC01.8119SDS (2)2x10 LUS210-2 HUS210-217 HUC2102 (2)2X8 LUS28 2 HUS28-27 HUC262 21TrA 112 -LVL U410 ITSM0.5 HUC41G SCHEDULE - SHEAR WALLS (COMBINED MARK) MARK BLMKED SHEATHING EDGE NAILS LTpg1AS,5 SPACING SILL PLATE ATTACHMENT TYPE THICKNESS PLACEMENT SITE SPACING NAILING RB'DU A.B. SPACING S1 -B Yes WSPSHEATHING 7116" ONE -SIDE Bd 6" 16" 16d AT6"OC 48" SSB Yes WSP-SHEATHING 7116" ONE -SIDE 8d 3" 8" 16d AT4"OC 24" NCEALED HANGERS �r '4'x91/2" LVL — A 'ERTED HANGERS e 011 SISTER LVL's % 10d NAIL 6 6 ROOF FRAMING PLAN 1,4. -1 0 R (D REVOLVE DESIGN BUILD 5168 PARFET ST. UNIT I WHEAT RIDGE, CO 80033 720-231/l56 / revolvedb.com �`AA 0 ORE S tt `iSYQNAL APEX ENGINEERS,INC. 2701 Lawrence SL Unit 19 Denver, CO ZIP ph:(720)588-3222 w .apex-ergineemxom PROJECT& 4UP2 DRAWN BY: NIP CHECKED BY: JML SUBMITTAL DATE: 3124121 6 Z M M w z w CD o o> 00 0 F -<o p 2 U (/ J,~ Lli LW wIC7 I..L < LQ W_ ai°Q C� o = J � FOUNDATION AND ROOF FRAMING PLANS S200 (p REVOLVE DESIGN BUILD 5168 PARFET ST. UNIT I WHEAT RIDGE, 00 80033 720-231/-0156 / revolvedb.com �`AA 0 It Dr� W B 1 B 5 q Q Q s5oo 5� 500 55005 ORE S 5500 �--------- ROOF FRMG - RE: PLAN'7 T.O. P =110'-1 518" 5 4 92 a $ L T.O. PL= 11V-1 5/8' � BSOD Q, 3/24/2 �ii ROOF FRMG RE: PLAN � ROOF FRMG RE: PLAN 2x4 WALL STUDS d'1AL AT 16"o.c. 7771 T.O. PL= SLOPESVAT WALL STUDS 6"o.c. (N) CONT. 11/4' RIM JOIST ROOF FRMG RE: PLAN CUT(E)ROOF T.O. PL =108'x" v FRMG TO EDGE FR (E) WALL g APEX /y� E v i GA 5500 ENGINEERS,INC. 2701 Lawrence SL Unit 19 Denver, CO ZIP ph:(720)588-3222 w .apex-ergineemxom --- 2x4 WALL STUDS PROJECT M: 4UP2 AT 16"O.L. DRAWN BY: AQP RE: ARCH FOR DENG DIMENSIONS AND LOCATIONS 2x4WALLSTUDS AT 16"o.c CHECKED B JML T SUI DATE: 3124121 (E) WALL TO REMAIN W U I z M M CD W zwCD O > co 0 �QO V LL'I V J Lo Q M UI =m=f 0 III I I Ill=111- III=I" �I-i �"IIII CDLu Ill'I FOUNDATION ANDTOW.=99'-0" SLAB TO REMAIN ,va(E) 1� Ln 5500 -•.' S�°0°° Q2 W�a11 `° oT`TO.F.=97'-0"LA SvOD V JL T.O.F. = 95'-2' T.O.F. = 9 io WALL -.J - - - -.J SECTIONS 4 BUILDING SECTION 3 BUILDING SECTION 2I BUILDING SECTION 1 BUILDING SECTION O O 5400 3140=r -D' 5400 314'=V-0" S400 3/4°=r -D" 5400 31411 =1 1-011S4 FULL HEIGHT BLOCKING BY #4X4'-0" BARS x -a JOIST SUPPLIER w/ ROOF AT 24"o.c. AT SHEATHING EDGE NAILING ENTRY DOOR #4xAT 24"o.c. (VENTING NO SHOWN) , FASCIAREFARBOARD FASCIA T.Q4 SLA��2E: PLAN REF ARCH. ROOF SHEATHING REF DIAPHRAGM SCHEDULE 2111=III=III =III=111F ROOF FRAMING — 11=III=III III=III=1T REF PLAN 'I I=111=1 1=111=11' III=III III=1" �T 32'o.c. ALT, BEND #5xy REVOLVE DESIGN BUILD DIR. 5168 PARFETST. UNITI 10d NAILSATSAME LLSTD. � K WHEAT RIDGE, ED 80033 SPACING AS ROOF 720-2314156 / revolvedb.com SHEATHING EDGE wo. NAILING WALL SHEATHING (4) #5 CONT. (2) TOP AND BOTTOM EDGE NAILING T.Oh F'RE� PIM SROVIDE � A I CAA WEB STIFFENER WALL SHEATHING PROVIDE WEB STIFFENER /� REF SCHEDULE ON JOIST FOR ATTACHMENT (3)#4 CONT FOOTING BARSIt A o° ON CONT. DOUBLE TOP WOOD STUD WALL PLATE w/BEVELED 3x w RE: PLAN REF SECTIONS FOR UPPER PLATE " U RE: PLAN 5ITYP. JOIST BEARING DETAIL 1 ITYP. FOUNDATION DETAIL 5500 3/4" =1'-0" S500 314" = 1'-0" Lu Tn 2x4 STUD WALL (OMITATDOORS) 2x4 TREATED PLATE W/ 5/8' A.B. REF SCHEDULE CONT. BOTTOM T.04 WEE: PLAN FOR SPACING PLATE WALL SHEATHING REF SCHEDULE EDGEPANELEL = 1=11 NAILING (E) PLYWD TO REMAIN I I=111=111= 'III=111=11 III=11- -111=III= 11=III- 6i (N) CONT. 1 1/4" =III=11 III- " AT 16"o.c. ALT. BEND RIM JOIST 'P._x��IR. Q d sm H" Q TOE NAILING (4) #5 CONT. (2) TOP L30's FROM RIM TO T.O.F.H2E: PLAN AND BOTTOM ORE S TOP PL AT 48'o.c.F(E)ROOF FRAMING iz (E) BRICK AND (3) iJ4 CONT FOOTING BARSCMU WALL BELOWFULL HEIGHT BLKGTO REMAIN OW WALL, TYP B.Oh F=RE: PLAN - ¢ RE: PLAN `iS/CfJAL USF RE: PLAN 6 TYP. JOIST BEARING DETAIL 2 1 TYP. FOUNDATION DETAIL 5500 3/4" =1'-0' 5500 3/4" = 1'-0. /1i L ENGINEER', HC 2701 Lawrence SL Unit 18 Denver, CO ZIP TOP PLATE SPLICE ph:(720) 588-3222 W-0- MIN CONNECTION, EACH www.apex-ergineemxom BETWEENSPjLICES�'jSIDE OF SPLICE, TYP, Ld PROJECT& 40712 REF SCHEDULE DRAWN BY: MR 2" T P CHECKED BY: JML -¢`�- CONT DBL 2x TOP PLATE $DBMITTAL DATE: 3124121 AS SHOWN, 7CORNERRS TCH TOP AND RS, REF PLANI 1AND WRB. V SPLICE AT BOTTOM 2x xUDS AT 16' OC SPLICE AT TOP 2x Ed = CLASS B TENSION SPLICEJ (y) G co TOP CHORD APPLIES AT ALL EXTERIOR WALLS CD W Z wwC) \ 0 / 00 0 �_ Q 0 U 7I TYP PLATE SPLICE DETAIL 3TYP FOUNDATION CORNER DETAIL 13/4' 5500 3/4" =1'-0" S500 =1'A" Low MM 0 La �w CD I TOP BARS ..L REF WALL LQ O AIIN T.O.W.-RE: PIAN SECTIONS %Jo Q r1 Lu V � (E)ROOF FRMG #5X1 DOWELS MATCH #oF WALL BARS _ J BOTTOM BARS Ed REF WALL 9 T SECTIONS 104 NAILS AT 16'o.c. STAGG'D T.OV F� --------�------ Ed 1=III=III _ FOOTING BARS 'll—III—II --- -- T.O.=RE PLANK IN) 1314'x117/8'LVL REF WALL NOTCH AT BEARING ENDS SECTIONS 2 DETAILS #5'Z' BARS MATCH 1 FOOTING BARS 4. $ DETAIL 4 1 STEP IN FOOTING DETAIL C O O S500 111r=V-D" S500 a/4'=1'-"' J APEX ENGINEERS INC Structural Design Calculations For WYLIE RESIDENCE GARAGE ADDITION 9865 W. 35TH AVE. WHEAT RIDGE. CO 80033 a.'^ 6 R Digitally signed by 9 ns� s,= Jarad Lambrecht Date: 2021 M.18 Z� e, 10:13:49-06'00' 03/18/2021 REVOLVE CONSTRUCTION ■���r��u�iamr�tl�r���aurc���uu�susl���ai�aru:.I�s:i�L:WiY3iWi�iiilf��ii����l CA'A Table of Contents Design Loads z Gravity Design 22 Lateral Design 30 Foundation Design 35 CAA Design Loads Ag x Engine m Im Page 2 of 38 3/012021 U.S. Seismic Design Malase�og4,- o OSHPD 9005 W 35th Ave, Wheat Ridge. DO 00033, USA Latitude, Longitude: 39.7658731, .101108103 `�On9 D1J lC� Discovery West Denver Veterinary at _ Hospital & Wellness 9 IS 36th site LiW 35th Aae 1 teals ot Ali 11 -oaamneedd net 0 BIDCLh pocyy Mountain Ditch Map data 82021 Agex Engineers,lrc. Page of 38 M1lplsl/selsmicmaps.org 112 ,tt5gi HOPE BAPTIST Q CHURCH WSeth Google D, Ask mom is undo xmxm m+xn. M o3 mwa v+w1 as We am simnauw.P.1.I .cWMnn wt N uw siwmfum ewmi minrvnn em, ax ate, '.rcoo...M.. .nn.em¢emm a, so, n.rcn. uami Meto 11M, It 1 Q III as Rn F. is am Mount ni am vma ¢Aa n must .mixo anard FGA 0.120a ecEomxxaId.®i.mi.n Fea im em anski nwre PGA Pot Dasa on innsi pal Dana nansan It I wmiwni.n vminenoes am saw w .anal em, ass Fannin un impd (2% xnaini Ir inseam M Me Men) exameubmm, sto is n diomintitin a.an i.n wIu. 12 snot saw am Y^m ni. PnMrMa Mo am �. un r m . nn p.nYx%ea® m. BID us EF=Iormevminieoaulunimu Pines 15 a.q eweml i ym oa uaxx.ewuedir.nx.mnnxnaenny�m cn, oma uyp.evw.airenxm.mwaa.pnmm�• 1 teals ot Ali 11 -oaamneedd net 0 BIDCLh pocyy Mountain Ditch Map data 82021 Agex Engineers,lrc. Page of 38 M1lplsl/selsmicmaps.org 112 Cover Page page 1 of 19 v Ageex-Enginaers.com Agex Engineers, Inc Page 4 of 38 PROJECT INFORMATION PAGE e em Client er Name Gary Address Pa ftt S Unai Wheat CO 80033 Wheat Ridge, tRidge, Phone 720.2314156 ung Email b. Revolvadwin OMS/ Project Name and Address Name Wylie Garage Address 9885 W 35th Ave Wheat Ridge. CO 80033 General Inbmadon Building Code 2018 International Residental Code Bldg. Dept. Jefferson County Notes v Ageex-Enginaers.com Agex Engineers, Inc Page 4 of 38 Project Solis Design Information Page 2 of 19 www.Apex-Engin irs.com Agex Engineers, Inc Page 5 of 38 Prolect Solis IMormation teaca4 Foundation lNeMew The foundation design provided is based off a minimum allowable presumptive load-bearing value as indicated by 2018 Integratlonal Residential Code In lieu of a site geotechnical evaluation. Type Shallow Foundations b� Sulfate Levels Negligible Sulfite Fmst Depth 36 in Site Class C Foundation Design Information Shallow Foundation Isolated Fooling Pressure: two psf Minimum Pad Dimension: 24 in Continuous Footing Pressure: two psf Minimum Wall Footing Width: 16 In Minimum Bearing Pressure: 0 pat Horizontal Sail Design Active Pressure. 40 pi At -Rest Pressure: 60 pi Passive Pressure: 0 pefln Lateral Sliding Resistance Means: Coefficient of Motion Lateral Sliding Resistance p : 0.35 www.Apex-Engin irs.com Agex Engineers, Inc Page 5 of 38 Dead Load Development Roof Dead Load Calculations Description Roofing Materials Sheathing Framing Insulation Ceiling Finish Sprinklers Mechanical Collateral Miscellaneous Total DL: Roof Pitch: Adjusted for Roof Slope: 3.40 psf Calculation page 3 of 19 220 psf <— Equivalent to 1 -joists @ 16" o.c. Wylie Garage AAProjecC CIIent poaxn4.. `b Gary Weghat Engineer. 0 AJP APEX Data: 311712021 rr. Description: tli09 pNg Dead Load Development Roof Dead Load Calculations Description Roofing Materials Sheathing Framing Insulation Ceiling Finish Sprinklers Mechanical Collateral Miscellaneous Total DL: Roof Pitch: Adjusted for Roof Slope: 3.40 psf 1.90 psf 220 psf <— Equivalent to 1 -joists @ 16" o.c. 1.50 Pat 2.80 psf poaxn4.. `b 0.00 psf OAO Pat 0:00 sf 0 8.00 f 19.80 sf tli09 pNg 9n nqf grim Apex-Enginuars.com Agex Engineers, Im Page 6 of 38 a vw.Apex-En9ineers.00m Alex Engineers, Inc,. Pape 7 of 38 Dead Land Development Calculation page 5 of 19 Wall Dead Land Calculations Description Typ Exterior Exterior Finish 1112'EIFS 1.50 psf Wall Sheathing 12" PIWxxod 1.50 psi Wall Framing Wood Framing 1]0 psf <— Equivalent to 2x6@16-o.c. Insulation R-19 Batt Insulation (6-1 0.80 Pat Interior Finish Miscellaneous 51F Gyp. Board 2.80 sf 6.00 psi eaeon Total DL: 15 psi e4� a vw.Apex-En9ineers.00m Alex Engineers, Inc,. Pape 7 of 38 Calculation page 8 Live of 19 c Project: MUIUPI"wq Wylie Client Live Lead gmhge Cary Wegher Engineer: Reduction "P APEX Date: Permitted? N17=21 Reeh Description: Live Wad Tables Live of 19 wava.Apex-Engineers.com Agax Engineers, Inc Page 8 of 38 MUIUPI"wq Live Load Live Lead Reduction Reduction Occupancy or Use UnUerm,-, 1paU Permitted? Permitted? CtmcmbaleE gbf Reeh Roof. Odinary flat pitched, and curcecl 20 Yes — onq �es eG pP wava.Apex-Engineers.com Agax Engineers, Inc Page 8 of 38 Snow Load Development Calculation page 7 of 19 projed:Client Wylie Garage GaryWegher Engineer: AJP APEX Date: 021 Dascdpfon: Snow Snow Lpetl Development - Main Building SNOW DESIGN LOADS -ASCE 7-16, CHAPTER 7 Pamally fpeua4„- Building 1 Thermal Condition = General Information (section 74) Roof Slope = 1.50: 12 Risk Category= II (Tawe t51) Impominda Factor, 1,= 1.00 Rabe 1.52) Ground Snow Load, po= 3001' (section 72) ) Exposure Classification= G (sedron 26.7) Snow Density, Y=013p,a 14= 18 ad (Eq. 7,7-1) Snow Loads Building Information Exposure to Roof= Pamally Rabe 73-1) Exposed Thermal Condition = Other (section 74) Roof Slope = 1.50: 12 Roof Shape = Monoslppe Roof Surface = Composition Shingle Surface Classifcabon= All Other (Sedion 7.4) Surfaces Roof Obstmchons= No (Sedion 7A) Snow Loads ExLosure Fad", C,. 1.00 (Tawe 731) Thermal Factor, Cr. 1 00 (Tawe 73-2) Flat Roof Snow Load, p= 0.TC,'Cr9,%= 30.0 psf (Eq. 73-1) Roof Angle = 7.13' Slope Factor, C, = 1.00 (Fgare 7.4-1) Sloped Surface Roos Snow Wad, is=C,'pr 1 30.0 psf (Eq. 74-1) Minimum Snow For Low -Slope Roofs Min. Snow For Low -Slope Roofs, p„ = 20.0 psf (section 73.4) www.Apex-Enginaers.com Atex Engineers, Ire. Pape 9 of 38 Snow Load Development Calculation page 8 of 19 Project Wyle Garage Client Gary Wegher Engineer: MP APEX Data: 3/11/2021 Description: Snow Load Development - Main Building Design Case: Unbalanced Snow Loads -Dint Load Number aS ow Ddne Height of Balanced Snow, he= 1.68fl (section]]) Nate: Sam aMn ere nM rsyulreE Whom Ecnqu_ =a nc b10,2 (ILF, In ul2n) 111177.11 /. ha. uewm=0.49,m1)3(' Olw-1.5 C he.am...e=0]5'10.401,„)°IPo+10)ra-151 4�,j��5 Description Condition -11FetcM1 Ha' ht Hd Drift Width Drift Load Total Load Fetch Types Low Roof 2.0 ft 60.Ofl 3.Ofl 1 32f 8.20 ft 23.7 par 53.1 par www.Apex-Enginears.com Apex Engineers, Inc Page 10 of 38 Seismic Mass Development Calculation page SEISMIC MASS Building 1 Floor Dead Load contributions Level 1 Level Area Int.WaIlDensityl WylleGarage AProject Client Snow Gary Wegner Base Engineer: i None 1 Me APEX Data: 0 psi 317n021 Roof Description: I None I seismic Mass Development -Main Building SEISMIC MASS Building 1 Floor Dead Load contributions Level 1 Level Area Int.WaIlDensityl LevelTime 1 Deatl Loatl Snow Total Wei M Base I 0 w i None 1 ical Floor 1 34 net i 0 psi I 0 k Roof 1 527 W I None I Typical Roof 1 20 for 1 0 Pat 1 11 k (1) 20% of Flat Roof Snow Loads above 30 PSF Storage/Equipment Load Contributions 9 of 19 Level 1 Storage 1 Stamen Load 1 Stora eAma Equipment Total Wei M1t WaIILen M WaIIWBI M1t Base None ODOk T Extenor / Roof None O.00k 4.5OR ` �� I 96 f1 1 15.0 Pat 6k 0 OG/o^g Wall Load Contributions Doe Level Wall Trip Wall a WaIILen M WaIIWBI M1t Total Weight Base Coon T Extenor Oft 15.0 Pat Ok Roof 1 4.5OR 1 Typ Exterior I 96 f1 1 15.0 Pat 6k Total Level Loads Level 1 Floor Wal M SperatieWelaint Wall Wei M1f 1 Total Wei I t Roof I 1f1.5k I O.Ok I SSk I 1]Ok w Apex-Enginsers.com Agex Engineers, Irc. Page 11 of 38 Seismic Lead Developement Calculation Page 10 of 19 SEISMIC DESIGN LOADS -ASCE 7-16, CHAPTER 12 EQUIVALENT LATERAL FORCE PROCEDURE Site Classlfciation Wylie College AProject Client Gary Wegner (Screen 11.4.3) Engineer. A1P APEX Data: 3/17/2021 .. Descd Son: Sesimie Load Development - Cover Page SEISMIC DESIGN LOADS -ASCE 7-16, CHAPTER 12 EQUIVALENT LATERAL FORCE PROCEDURE Site Classlfciation (Eq. 114-1) is Period, Sm, =Fv'S1= Site Classilciation= C (Screen 11.4.3) spectral Response Acceleration Parameter e 0.2 Short Period, Sos = (213)' SMS = Short Period, SS = 0.226 g (Seobw 11.4 2) Coeffidant at 0.2s, F, = 1.30 (Table 114-1) 1a Period, 5, = 0.060 g (Screen 11.4.2) Coefficient at 1s, F,. = 1.60 (Table 114-2) Maximum spectral Response Accelerations Short Period, Sms = Fa - 55 = 0.294 g (Eq. 114-1) is Period, Sm, =Fv'S1= 0.090g (Eq, 11.4-2) Design Spectral Response Accelerations e 0.2 Short Period, Sos = (213)' SMS = 0.196 g (E9. 11 4a is Peron, $o, _ (213)' SMi = 0.060 g (Eq. 1144) Long -Period Transition Period Long -Period TransMon Pedod, TL= 4 (Secean 11.46) wxxApex-Engineara.com Apex Engineers, Into Page 12 of 38 Design Response Spectrum 025 e 0.2 =0.31, Sa=Sub 0.196 W 0.15 0.1 T,=4.O. Sz= 0.015 rc 0.05 TT=1.0, Sol=Say=0.06 b 0 '^ 0.0) 2.00 4.0) 6.00 am Period, T(sec) wxxApex-Engineara.com Apex Engineers, Into Page 12 of 38 Seismic Load Dowlopement Calculation page 11 of 19 SEISMIC DESIGN INFORMATION III Garages Building 1 AProject Client Gary Wegher Engineer: MP II APEX Date: X1712021 1.00 (Table 1.52) Deecri ban: sesimic wed Development -Main Building © (seaeui 11HIT SEISMIC DESIGN INFORMATION Building 1 Seismic Design Category �wooaq„_ Z Risk Category= II (Table 1.51) era Impdence Factor, l,= 1.00 (Table 1.52) Seismic Design Category= © (seaeui 11HIT ■MAWA Building parameter Spicing Height H= 10.00R /pg OMS Structure Type= All other structural systems (Table 12. e1 Approx. Fundamental Period, T,=CuK 0.112 (Eq 128-T) Ct= 0.02 (Table 12.8-0) = 0]5 (Table 12.6-2) Vertical Distribution Exponent, k= 1.00 (Sedan 12.9.3) Lateral Resisdn9 System SYSTEMS s BwEARINGALL UGHTFPPME(Wooii WALLS SHEATHED WIND WOOD STRUCTURAL PANELS RATED MR SHEAR RESISTANCE OR STEEL SHEETS Response Mollification Coefficient, R= 6.5 (Table 122-1) Deflection Amplification Factor, Ca= 4 (Table 122-1) Overstrength Factor. Do = 3 (Table 12.2-1) Seismic Loads Cs, Min = 0.0100 (Section 12 B 1.1) Cs, Max= 0.0821 (seaeui 128.1.1) Seismic Response Coefficient, C, = 0 030 (Sasebo 12.8.1.1) Effective Seismic Weight, W = 11 k (Senbon 121.2) NIS Seismic Base Shear, VNs = CW = 0.51 k (Eg. 12.8-1) Vertical Distribution of Seismic Load, fix Diaphragm Load, Fp,x LevelWeight(kHeiht(wxhi I Far £w £F III Rool 17.0k 9.Oft 153.2 1.00 0.5k 17.0k 0.5k 0.7k Sum 11.0 k 153.2 wWw.Apex-Engineeirs.com Agex Engineers, line Page 13 of 38 Seismic Load Developement Calculation page 12 of 19 EastlWest Lateral Resisting System lWylleGarage AProject Client Gary Wegher Helli I mhxak Gb.x Fx Gb.x Fz Engineer: MP APEX Date: X1712021 PANELS RATED FOR SHEAR RESISTANCE OR STEEL SHEETS Deseri tion: sesimic wad Development -Main Building EastlWest Lateral Resisting System Vertical Distribution a Seismic Load, Fx Diaphragm Load, Fp,x Level A. BEARING WALL SYSTEMS Helli I mhxak Gb.x Fx Gb.x Fz Lw IF Foxmhx4k Ew EF Fox Roof 15. LIGHT -FRAME (WOOD) WALLS SHEATHED WITH WOOD STRUCTURAL 17.0k 0.5k 0.7 it PANELS RATED FOR SHEAR RESISTANCE OR STEEL SHEETS 17.0k esecnAr, R Response Modification Coefficient, R = 6.5 (Table 12.2-1) er Deflection Amplification Factor, Cd = 4 (Table 12.2-1) Overstrengdl Factor, Do = 3 (Table 1221) EesVWeat Seismic Loads �1q9 Cs, Min = 0.0100 (Section 12.8.1.1) Cs, Max = 0.0821 (Section 12.8.1.1) Seismic Response Coefficient, Cs = 0.0301 (Section 12.8.1.1) Effective Seismic Weight, W = 17 k (Section 12. Z2) SAN Seismic Base$hear, VIEW =CaW= 0.51k (Eq. 128-1) %vev Apex-Engineers.com Agex Engineers, Into Page 14 of 38 Vertical Distribution a Seismic Load, Fx Diaphragm Load, Fp,x Level Welghtlklwvel Helli I mhxak Gb.x Fx Gb.x Fz Lw IF Foxmhx4k Ew EF Fox Roof 17.0k 9.0 ft 153.2 1.00 0.5k 17.0k 0.5k 0.7 it Sum 17.0k 153.2 %vev Apex-Engineers.com Agex Engineers, Into Page 14 of 38 Wind - Directional Prorotlum Lead Development Calwlagon one 13 of 19 WIND DESIGN LOADS -ASCE 7-16. CHAPTER 27 IMWFRS) DIRECTIONAL PROCEDURE -PART 1, ALL HEIGHTS METHOD Building I Wind Lead Site Parameters Risk Category= II Exposure Category= C Seems W 7,3) Topographic Factor, K,i= 1.00 Sidney 26. 8.2) Elevation Reduction Factor, K. 1.W (Tamil Wind Load Building Parameters Structure Type = Direnionallty factor, Ke= Gust Factor, G = Entlosure Chimerical = Internal Pressure COeffident GCu = Ch. 27, Minimum Well Pressure, Pmin. _ Basic Wind speed, V= Region ParomNero Region Length, L = Region Width. W = Mean RPof Height, H = Raaf Angle= Vol Pressure Exposure Coefficient K. Velocity Pressure, or =0.00256 K.K,K,Iei Building Length 1 Building Width US = Building HelghVLength, NL= Building Height idR h== Buildings 0.05 (Table 26.61) 0.65 Enckrta] Buildings Soda (Table 26.111) 16 Pat (section 2]t 5) 135mph oenwn 2661) Region 1 1a00 ft 21.00 R 10.00 fl 7.13- .13°0.&5 0 85 0,52 0.]1 0.3] visco-opax-Eigginakerrown Apex Engineers. line Page 15 of 38 Wind Loads: Main Wlnd Force Resisting System Panamint. p=gGCp t gdGCp) Surface Cp -14UPSt Winstead 0.80 1 sat Leexad LAN -0.50 Wall True Leaned WlL -0.31 Peat sae 0.]0 u Monoslops 7.13" 4.50 it Roof Pressums along Length 269 psf 3ulaw Cp Case Cp Case2 0 to 1W -007 -0.13 I Uih -0.81 -0.18 61a 2b -0.59 136 p1f 12b -DAT 2.006 Rest Prcsauna along Width 269 psf sumw Causal Cp Use 010 IP2 -0.90 -0.18 m21ob -0.90 -0.18 bb2b -0.50 -0.10 12M1 -0.30 -0.10 Ref Table 1 6 pad -14UPSt 1 bled -uOped 1 sat 20.0 pSf I sat Pesd Case Petl Case -22.8 ai 0.9 i eau -19.5 sf 0.9 fy" PW Case PW Case2 -31.8 sf 0.9 1 -31.8 sf 1 0.9 t -204sf 0.9 lost Region 1 Wind - Bireslbnal Prowaure Load Development Calculated one 14 of 19 IILAp�p�lkaJltlon Cassa won 41A� Building Parameters WlndwaM Wall Pressures bexve Wall Combined Well -146ar 1 0.9 mit Region 1 Wind - Bireslbnal Prowaure Load Development Calculated one 14 of 19 IILAp�p�lkaJltlon Cassa won 41A� Apex Engineers, Inc. m Page la of 38 Building Parameters WlndwaM Wall Pressures bexve Wall Combined Well Level Heipbt Wall True Ce CA Peat Peal Pmaure u Base 0O0 ft 4.50 it 0.&5 337psf 269 psf -10.3paf 41.2 lad 100 of Rmf 900ft 650R 0.95 33psf 269 Ref 143 pd 4121wf 136 p1f Roof Proj. 11.00fl 2.006 0.05 33.7psf 269 psf -2.8 od 29.8 lost One Apex Engineers, Inc. m Page la of 38 wind - DirectionalR dural doavelopmmR caimlaaon peas 15 of 19 w Apex Enginfism.com Apex Englnears, Ino Pege 17 of 38 Wind - oVedicnaiP dura Laae Development calmlatlon page 18 of 19 enn^^ I w Agex Engineera.mm Agex Engln%m Im Page 18 of 38 Wind - Envelope Procudure Load Development Calculation Page 17 of 19 WIND DESIGN LOADS -ASCE 7-16, CHAPTER 28 (MWFRS) ENVELOPE PROCEDURE - PART I, HEIGHT < 60 FT'ww„ 4� Buildinu 1 Wind Load She Parameters Risk Category = II Exposure Category= C (section 26,7 3) Topographic Factor, K„ = 1.W (section 26.8.2) e9 D Elevation Reduction Factor, K. 1.0 (Teble26.9-1) Wind Load Building Parameters Dlrecturnality factor, Ka= Projed: Wylie Garage Internal Pressure Coefficient, GC, = Client Gary Wegher Ch. 28, Minimum Wall Pressure, Pmin. = Engineer: MP APEX Dare: 3)1]/2021 "° Descd 'an: Wind Load Development - EnveloeProcedure-Main Building WIND DESIGN LOADS -ASCE 7-16, CHAPTER 28 (MWFRS) ENVELOPE PROCEDURE - PART I, HEIGHT < 60 FT'ww„ 4� Buildinu 1 Wind Load She Parameters Risk Category = II Exposure Category= C (section 26,7 3) Topographic Factor, K„ = 1.W (section 26.8.2) e9 D Elevation Reduction Factor, K. 1.0 (Teble26.9-1) Wind Load Building Parameters Dlrecturnality factor, Ka= 0.85 Buildings (Table26.61) Internal Pressure Coefficient, GC, = 0.18 Endorsed Buildings (Table 26,13 1) Ch. 28, Minimum Wall Pressure, Pmin. = 16 par (Secaon 28.3.4) Basic Wind Speed, V = 135 mph (Section 265.1) Region Parameters; Region Length, L = 14.00 it Region Width, W = 27.00 fl Mean Roof Height, H = 10.00 fl Roof Angle = ].13 Edge Strip, a= 300 ft (Figure 28.3-1) Velocity Pressure Exposure Coefficient, K, = OAS Velocity Pressure, g„=0.00256 K-K,K„l 33.] Design Wind Pressures for Parapets on Low -Rise Buildings (MWFRS) Velocity Pressure Coefficient at Parl gp = 36.1 psf Net Pressure Coefficient Windward, GCpn = 1.5 Net Pressure Coefficient Leeward, GCpn = -1.0 Windward Net Parapet Pressure, Pp = 54.2 psi Leeward Net Parapet Pressure, Pp = -38.1 pat www.Apex-Engin arrs.com Apex Engineers, Ind Page 19 of 38 Wind - Envelope Procudure Load Development Calculation page 18 of 19 Wind Loads: Main Wind Force Resisting System Region 1 Wille Garage AProject Client Gary Wegner Design Engineer: MP APEX Dete: 3r17a021 "c Oestri 'an: Wind Load Development - EnveloeProcedure-Main Balding Wind Loads: Main Wind Force Resisting System Region 1 Design Wind Pressures for Low -Rise Buildings - Load Cases A IMW FRS) Ed. Preeewe Net Pressure Coefficient Net Pressures CM. SurfaceSurfaee GCaggcpOiGepq) [IGCMJ� p011eGCpl1(-GCpi (+GCP I)(-GCp i t l[(Gcq)i�ospul 1 0.42 0.24 060 8.0 psi 20.1 psi 2 -0.69 -0.87 -0.51 -29.3 psi -17.2 psi 3 -0.39 -0.57 4.21 -19.0 pet -6.9 psf 4 -0.31 -0.49 -0.13 -16.5 psi 4.4 psf 1E 0.64 0.46 0.82 15.4 psi 27E psf 2E -1.07 -1.25 -0.89 42.1 psi -30 0 psf 3E -0.55 -0.73 -0.37 -24.7 psi -12 5 psi 4E -0.46 -0.64 4).28 -21.5 psi -9A psf Ltre9 CreA arow.Apex-Engiru srs.com Agex Engineers, Into Page 0 of 38 Wind - Envelope Procudure Load Development Calculation page 19 of 19 Wind Loads: Main Wind Force Resisting System Cont. Wyle Garage AProject Client Gary Wegner Engineer: MP APEX Date: 3x17a021 "c Oestri 'an: Wind Load Development - Envelope Procedure - Mein Building Wind Loads: Main Wind Force Resisting System Cont. Region 1 Design Wind Pressures for Low Rise Buildings -Load Case B (MWFRS) LN'��901P Net Pressure CceN ient Net Pressures Surface GCOgocPM1lopli In3CM4 Gang 1eGCp I) ill-GCo ii (-GCoi�geCM443ang(eGCo 1 -0.45 -0.63 -0.27 -21.2 pill -9.1 psf 2 -0.69 -0.87 -0.51 -29.3 psf .17.2 psf 3 -0.37 -0.55 -0.19 -18.5 psf b.4 pal 4 -0.45 -0.63 -0.27 -21.2 pat -9.1 psf 5 0.40 0.22 0.58 7.4 psf 19.5 psf 6 -0.29 -0.47 -0.11 -15.8 psf -3] psf 1E -0.48 -0.66 -0.30 -22.2 psf -10.1 psf 2E -1.07 -1.25 -0.89 42.1 psf -30 0 psf 3E -0.53 -0]1 -0.35 -23.9 psf -11.B psf 4E -0.48 -0.0 -0.30 -22.2 psf -10.1 psf 5E 0.61 0.43 0.79 14.5 of 26.6 pat 6E -0.43 -0.61 4).25 -20.5 psf -8.4 psf www.Apex-Engineers.com Agex Engineers, Into Page 21 of 38 CAA Gravity Design Agex Engine m Im Page 22 of 38 .IFORTEXM Cunmt 3olutlon Rwr jug Pamed IPeW091/2"T]I®110@24rC Roof: Outgoers Pined 1 P 5)91/2"T1Ip 110@24'C RroI: Po¢M1 Beam Passed 2 gze(s)"W x 91/2"2OR Mivollam®LVL 71 Reams: Garage P N 2[k<Ns) 2 x 100Wglas r,,LarchNo 90�1i-Willie Garage ,.2-WRarage NOW NanEV Xame Cunmt 3olutlon Rwr jug Pamed IPeW091/2"T]I®110@24rC Roof: Outgoers Pined 1 P 5)91/2"T1Ip 110@24'C RroI: Po¢M1 Beam Passed 2 gze(s)"W x 91/2"2OR Mivollam®LVL 71 Reams: Garage P N 2[k<Ns) 2 x 100Wglas r,,LarchNo Header: �r P N 2 aleNs) 2 x 6 WWW Fr -Larch No.2 S Roof MO Paced 2[m)I3W x 112/8"IDE Mlnollam®RM1@24- rteXes EORwanGgnae ]Mndw r Flk Name: 9028- Willie Garage a�wmars Page 23 of 30 C�)N!3}23 aMrewOaY-�'c9rarssam Apex Engin Page 1 / 3/1]/4213:3]:38 PM U2 fodeMB Q.1 r Flk Name: 9028- Willie Garage Ners, Boo, Page 23 of 30 Page 1 / �9IFORTE`O MEMBER Bell PASSED 13 1.5 F— All I¢atlons are measureIIrom Rai Rom: 30im 1 peal 91/TTA®110 @ U. M Deal Novel .WualBlaiMxaO Bwl all w::a a wal mm Wwww"(eW aa) FkR6c 0.m]ian(Ips) 941@213/4' 2243(35-) PANNI (42%) 115 IOD+LO S(Aaj 5pam) 9Narill 548@2'31/2" 1403 YamM(W%) 1.15 IOD+ 105 m d] Spans) Wamotill 2428@94" ]8l5 Fag^A(84%) 1.15 10 D+ 105(Alt Spans) live batl Ddl.(In) 0.3A@9'31/4" 0.4A Rag^a(I/455) 10D+105(Alt 5pans) Talal laid Call (m) 0.623®9'33/0' 0AI6 Rallied (I/D6) 1.0 D+ 105(Alt Spars) I lloam am n(V2m). I(2VIw)ma II QU ) Walamm aft v+d dn l omatmos mmar el, aman alma. matme It anis not rcaem ue.aemN0 t rm Me ram mull ram. 731 IOIM am only anal Using Mm mu a Alm,bI brain same n, ora now er air. Vardi Loatl bmar:l4W1 apdne (Nail OWN. LM ( 15) tame:ema 11 (ru) Iwaam betll:1Ja IN16 Ral Rat xe:ev Trp,:)i liall aemmml liall Cada: IK n15 T MWM1Nr: Al mile" VM.: 15/11 :roneBEoewanGwnar Bwl all ora I'llw ft v Obs) mw uae All Tal �ewea Apex Engin �� � qe 329 493 1� all . all Name, x ami W may ro bds enplM abMl al Min aaM Nu laidis waled m Me Nei Nana eesi9nad lateral Bracing B,sm:BaYaws 00ne:ser. Tan m9e(w) 1"ok ram(w) 4"0/c 731 IOIM am only anal Using Mm mu a Alm,bI brain same n, ora now er air. Vardi Loatl bmar:l4W1 apdne (Nail OWN. LM ( 15) tame:ema 11 (ru) Iwaam betll:1Ja IN16 Ral Rat xe:ev Trp,:)i liall aemmml liall Cada: IK n15 T MWM1Nr: Al mile" VM.: 15/11 :roneBEoewanGwnar dmnwr A�y:�ngirrs �ewea Apex Engin �� � 3117/4213:37:38 PM IRC MA Fornal v3.1, Bgine: W1..62:,,Data: V8D.1.0 File NNFV%075&IIk Garage �9IFORTE•O MEMBER REll PASSED Raaf, Ra W: OuMggas 1 pleceal9lir Me 110 @ Me W Genn leayln:5 4Ig- c a_ o_ 2' 1 2'10" 1 0 0 AIII¢ations are measured from Deal Resuft LanIM Abxal Reui e fall': demaiWbn(wnaa) deal 0.�]ron(Its) Ia102'13/4' 21 (3 M- pa9MQ0%) 115 10D+105(All 51 $Mtlr(Iim N0i 1103 pa9•A(14%) 1.15 10 D+ 105(All 5W^s) M1meM(R-I05) -23002'1 Wall 1815 da9^a(M) 1.15 1_0 D+ 105(All Spat Live baa NOR (un) 0.00700 0.2W Ya9N gdgaxA+) I0D+105(Alt dead) Talal laid gA.(m) 0.01200 0.215 YaaN gdg/ a)+) 1.0 D+ 105(Alt spars) call 'hoodind UL doll R hinal. criener UL Anda (3ji than "Itow", yM lamRdads v3 deadenIm}F w V2 oli wen ImMM1 Mtiwnl dial wool ad widened Mored wheat does not ended the, adlumml ad, the man lith faay. Orap lmiRd bM�nvb(q) SupportsIdeal A,Ral deal all Palmdale I Sand wall sall+mbb Id ill 9r112"er 71 !4 in rsa 174 Ad now I • heading di am all to cal no WJS appled dredir adw, than and th, all own apglee m the mvnml dans designed. 111 caiemroabg me Faye - Sea Cli and tool reedldenngta for lami ¢lunem •=Pred bead g LLery[A I Rea lree war p Lrvgm rvw wm sinners lateral Bratlnp 1 n.mp ameal emanates Tat 51P5 ape lwl I F rad Mnm 2'a1 .,"Idled ad onliarahzed hand Mi goaded handled widened -Mli all aided abl wood on added load Y, rpell :ldd :: wmwl dead HC mss xImiNWM0.y2: Al mdenFood :aa Cgnnertor. slMpsan stmp-Te amort Mme sall+mbb TapwnalaxFd,mRdblaided Fbwa. Aa®oew Tat 51P5 velh,allb,, el lLeaed tbihzMel Rill mall (nadeexL25) (1.15) Camel wmhpsrl srvr2ed 200 300 ahead Land wianeDs mowxbr loexoeb 3117/"213i37:3$PM IIIC Al Apw agiav Forted$ vi Ergine: V8��,� o Nah: V8D.1.0 gm3 Agex Engin dial File Name. ilil IRA Fatal papill �9IFORTE`M MEMBER Fill PASSED Rcl Roof: Flush Beam 3 pleacel 13/0" x 91/S 20E Mkrolla" LVL Sil lan9[k t]T S/8' 0 0 l �+ans O 12 ��0/pg DW8/ 2' E 13'11" 1 1�� 0 0 AIII¢atlons are measuml from Deal Reasults Adil Ai wln um walm Wmoan(ea vm FkRufmactonall 112602'13/x' 540(350') Ya4N(23%) 4 10D+1 I5(Aoj 5pam) Saxer (iEs) 757031NIV 265 rel (10%) 115 10D+105mdj5pam) Weumt(R-lbs) 2905 ®Y9" 1341 Va9M(21%) 1.15 10 D+ 105(Alt Spans) Live Wad Dell.(,n) 0.19309'3 V9' 0.477 Fal a/999+) 10D+105(Alt 5pam) Tmal lna4 mfl(m) 0.2309'33/0' 0AI6 134N(071) 1.0 D+ 105(Alt Spars) l col la:M n(Veal. LL(2aX n QJM) Al me .V3r0l m roes not men me a*m 01 Rx me emm mule elm.. a w :1J'OIN16 srm, eM Meroe.Type: Fmt Sam MUNI" All y CWe: RC mss m Well Aw Me:LV VM.:Ill XeNle EoewanOoxab rmal.:M A.asr n.sr o Demur sv m01 all Total Al �ewM asr 4 652 1567 81,W,g 12 El IF m Ism i sm sn le a sIxImg bm:ryrobdsa[pIs EIrMIY Wneme:na . 61wY1t99ntls me NIIIm]a¢pliNpmeIrmi51 Mn9m9 lateral Bracing M amimu ..La cann:em FAIT (LI) 17 a"nv Ral uI,(lu) 17'8 N Val Loads LoIta,,i l Imalmaremm Mel men all Lea) (I.M) 9N(X) 0 w IT v n'/n 97 um(asq 0b 1T 6' 1. N.0 20.0 10.0 C kLaL 2'n0ebm(aLr) 0b 1T 6' x/n 19.5 27.0 40.5 OWgJers. SA4, 2 a w :1J'OIN16 srm, eM Meroe.Type: Fmt Sam MUNI" All y CWe: RC mss m Well Aw Me:LV VM.:Ill XeNle EoewanOoxab 2o0Xda wrA VM 3WIIIk a"`°aX: ryxa File Name. G5age �ewM Apex Engin �� � 3/1]/4213:3]:38 M lFpteWEB v3.1, Engine : VRI..66.2,, Dam V3D.1.0 wrA VM 3WIIIk y'mn a File Name. G5age aFORTE'M MEMBER REPORT PASSED Roof, Header: Garage 3 plece(s) 3 z 10 Douglas FlrvLawM1 No. 3 Overall length 8 3" 0 0 CAI �^9 DlJtso All hall are memureIIrom Deal Ressufts M lob AMmmd Halt WF Iml': Nma:Wbn(waan) hkR6c knot on(Ips) I1II00 3813(150') Gamd(W%) - 10D+1A 5(AII Somm) Sllear(Io) 8780 to 3/9' 3830 PamJ(23%) 1.15 IOD+ 105(All doom) M1mPM(R-Ibs) 2119®9'11/2' 4059 Ga 3(57%) 1.15 IOD+ 105(All doom) dam Intl De(I-C^) 0.013®9'1112- 0.275 GasB](1/999+) 10D+105(All 5W^s) Total lona Dfl. (In) O.WO®9'1112- 0.4I2 Pool(1/99+) 1.0 D+ 105(AII Spans) ovmm)am RIV2b} nea ono ow ue nam m[ann:.n.. Mone llea vulament ta lena are larN m all SuppOrb er:M MM A..rw eewl:r Iwhm ft v (11,G) ara on", oom waodda Apex Earl alglwia�.s,yleerssam 12 Trimmer HF I 5Y I ST I ST 57d 363 545 14M Wne lefenl Bracing Common Ease (LI) i ss aI Edge ILII I n 3"v/c naa ear uw Il V<riioal LOWS mun Paq Tn�S�O [aalso i23) 0.151 Coal wa a(3 �.m,m(PLr) oroa3 WA 38.3 no 132.0 Cannon, S'pmft RMm: WA am u, rypa: mass u:"Wlll ly safe: IKats la,lan Redly A9: wlroNessonwaaownmr PM 3/17/20213:37:38 IRC Fort AYEB v3.1, Engine W.1.6.2, Data: V8D.1.0 A P ep2] 3g a%nlw,n RIM Name�.9V7-Vllllk Garage Page 5 / 7 ananwa ara on", oom waodda Apex Earl alglwia�.s,yleerssam WFORTE'M MEMBER REPORT Roof, Heatley: Dom 2 Fell 2 x 6 Well FrvlareA Mo. 3 Daerall Length: 6 3- e go All Ilam ons are measureIIrom Design Rewoults M gividocal Abxal Result we Iml': NmN:Wb" natua ) de: e, mood on (10A) 84100 2813(1_W') Foaled (N%) - too+lA S(All $nm) Soeerill 60407 IIA na4M(x%) 1.15 10 D+ 105(All 5Wns) Womot(Ralbs) 131903'I1jr 1696 Pa4eb (7e%) 1.15 10 D+ 105(All SWns) dam LWE Coo. (,n) 0.058®3'1 V2- 0/2W Roan (1/999+) 10D+105(All SWnz) Total l:wd Dfl.(In) 0.139®3'1 V2- 0.313 Pa4w(1/540) 1.0 D+ 105(AII dons) LLov3amnnlVl40} ne aeymrmt rw ue enm malty nm. ropinelea urlatlenz are hwa m xlY Supports er:M 1mM A.15T xe15T 1calm 1al ,1 s,wl am, eagmew, 11 in 15T I :�dlewaa �� � 12 Trimmer in 15V I IST IST 1 429 1 275 1 413 1 1117 None lefnnl Bracing Edge (.1) 3.11 Edge (LI) I F rad b.a Apa N. RAWV<rtiaI LOOEs tmunpe.l T'n"6'r'w0' [O.W) (:m.ew:iu) (a.1e) wA 01,63, Caddo Load ala mam(rn) oross WA M.0 no 132.0 Cannon, s'pmt PASSED RMm: AV am of Type: m"I" u:"Wa l Will Coce: HCAUS la,lan NMM1 A9: imResaNwama..m. 1mnw. MrA am, eagmew, File N&F.. 902]23WIIIk Cal Apex Engin :�dlewaa �� � Page 6/7 3117/4213:37:38 PM l FortnlWEB v3.1, Ergine: W1..66.2, Mta: V8D.1.0 MrA vrmlwa File N&F.. 902]23WIIIk Cal Page 6/7 G9FORTE'M MEMBER REMRT PASSED Raf, SRemc! Raf 3aa[ 2 piece(s) 13/0' x 117/8' 20E Mkrollam® LVL @ 26' OC �3 sppmlly, Owrall Lengh 19'5' �nr 0 0 All Ia mt ons are measured rom Design RENstifts MBUIOLanBn .Al Praia WF I oafi NmaiWbn(wnan) hkR6c la](9n(Il 169903" %70(4-00') pasN(30%) - LOD+OJ5 L+p/a 5(Al Spins) SIIaO(U) 13420 V371V 7897 pamJ(I7%) 1.00 IOD+ 10 L(All 5pans) Wal(R-Ibs) 71V09'8 1jr 18561 pa¢M(39%) 1.00 IOD+ LO L(All Spans) Iive Wad DeO. pn) 0.415@9'B VE' 0.631 pasN((/547) I0D+075 L+0755(AN Span) Talal lw4 CaA (In) 0.538@9'B VE' 0.946 13xW((/423) M 1.0 D+075 L+O.n S(AN Span) �a nvmm)znd n(V2n} ne a*mran (w me enm m[alry nm. A4%meream In moment egtlry nm been a manOWm NO, We,enMcele. la iwal Bracing M.ann�+a annieM TOn w9 (LI) isv"Mc El vex(w) IS'5 "NC Vel LgeE Launm lna3 saa9 @.z) (1.a) (1.rM nw, (nsB 1sSNO 610 310 a Rwa SVM,: eM Neem Trn:xae WMINIn, mbl Wltlly Coxa &2015 yixWMd;V: AS) N,mapmx: ale wianeEsonwamoanmr 3/17/20213:37:38 RM lRC Po WEB 93.1, Ergine: V8.1.62, Data: VBD.1.0 A p e29 3g a%nlwE, Flk Name�.9V7-VIIIIk Garage Papa 7/7 3an4Rs agIM MM apw agiars LwRb YqW NSI pN)lal Apex Engin Opal Tam A,,l 1ne9vltm1 Ow n49r u.. All mull :-rlarn.m� I. 4.6n 4.6n len M 11x5 M 11x6 Ell la iwal Bracing M.ann�+a annieM TOn w9 (LI) isv"Mc El vex(w) IS'5 "NC Vel LgeE Launm lna3 saa9 @.z) (1.a) (1.rM nw, (nsB 1sSNO 610 310 a Rwa SVM,: eM Neem Trn:xae WMINIn, mbl Wltlly Coxa &2015 yixWMd;V: AS) N,mapmx: ale wianeEsonwamoanmr 3/17/20213:37:38 RM lRC Po WEB 93.1, Ergine: V8.1.62, Data: VBD.1.0 A p e29 3g a%nlwE, Flk Name�.9V7-VIIIIk Garage Papa 7/7 3an4Rs apw agiars pN)lal Apex Engin eMrewWY�.a,ynarssam CAA Lateral Design Agex Engine m Im Page M of 38 a u � uninmroum � b A�xEeaee,n. Im. b J Peae 31 of 38 E1- � uninmroum � b A�xEeaee,n. Im. b J Peae 31 of 38 112 12" 16" Pro ecl: W ie Gera a Apex Engineers, Inc. Framing Grade: Client: Revolve Consimdion IMol apex-encmem.com Design: AJP w apex-enginesre.oxm APEX li JML Date: 03/18/21 64 Description: Shear Wall Design Page: l of 3 112 12" 16" General Shear Wall Info Nails: ad Gyp. Thickness: Framing Grade: SPF/Hem-Fir Int. Nailing (Field): G: 0.42 Stud Spacing: 112 12" 16" Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls -V„ (pg) 2. Sheers are permitted to be increasedho values shown for 15 J2 inch sheathing with same nailirgproNded (a) studs are spaced a maximum of 16 inches on center or (b) panels are applied with king dimension across Nulls. 3, Specific Gravely Adjuslmeal Factor 092 4, RE: 4.3.3- ASD allowable unit shear capacity is dohmained by dividing by the ASD reduction /actor a 2.0 Perforated Design V r Lror Van= =CaELI (4.3-9) r=1+hAOL (4.3-5) Co=3=2r*!LI (4.3-8) Segmented Design a,aax — Lot sa.=EAb +1O00G,+hb End Stud Cale (va * Length) * Height 0.822 Erm TQC Length — va * Height FcE - (Ieild)2 CF _ 1+(FcE/P) _ r1+(FcE/P)]2 _ Fcs/F 2c L 2c c Apex Enclosers, Ino Pace 32 of 38 Shear Wall Capacity I 7yPs Sheathing Gypsum 7/16 or 15/32 1/2 Spacing 64 3 2 7 4 yw 730 1065 1370 1790 200 250 SG Factor 672 980 1260 1647 ASD 336 490 630 823 100 125 Table 4.3A Nominal Unit Shear Capacities for Wood -Frame Shear Walls -V„ (pg) 2. Sheers are permitted to be increasedho values shown for 15 J2 inch sheathing with same nailirgproNded (a) studs are spaced a maximum of 16 inches on center or (b) panels are applied with king dimension across Nulls. 3, Specific Gravely Adjuslmeal Factor 092 4, RE: 4.3.3- ASD allowable unit shear capacity is dohmained by dividing by the ASD reduction /actor a 2.0 Perforated Design V r Lror Van= =CaELI (4.3-9) r=1+hAOL (4.3-5) Co=3=2r*!LI (4.3-8) Segmented Design a,aax — Lot sa.=EAb +1O00G,+hb End Stud Cale (va * Length) * Height 0.822 Erm TQC Length — va * Height FcE - (Ieild)2 CF _ 1+(FcE/P) _ r1+(FcE/P)]2 _ Fcs/F 2c L 2c c Apex Enclosers, Ino Pace 32 of 38 "Gyp (G), Sheathing (S), Pedorsfea (#P). Double Sided (##D)" 9f Petlwetetl, b = FL," Pro ed: W ie Gera a Apex Engineers, Inc. Aspect Client: Revolve Constmdion Imo®apex-englnera.mm (2) at 16in Design: AJP www.apex-englneera.com APEX lReview: JML jDate: 311&2021 5/8" Bolt Descdptlon: Shear Wall Design 1pagw 20f3 "Gyp (G), Sheathing (S), Pedorsfea (#P). Double Sided (##D)" 9f Petlwetetl, b = FL," u -SWI (s) 6 in o.c. Shear 336 Aspect Sill Anchor Spacin 48 in (2) at 16in Mark Edge 0.062 Shear Ratio Dim. (Tt) SW Def. 5/8" Bolt 3/8" La Nailing Ratio v„a, iV y Ad.l Allow Conc. I Wood I h I b (In) u -SWI (s) 6 in o.c. 241 336 0.07 0.313.5 48 in (2) at 16in 8126.6 0.062 u-SW2 (S) 3 in o.c. 4211556 0.76 2.913.5 24 in (2) at Bin 8.2 12.8 0.732 u-SW3 (S) 6 in o.c. 1871336 0.56 1.3 1 3.5 48 in (2) at 16in 8.4 16.3 0.318 Agex Engmeem no Page 33 of 38 Mark Project: Wylie Garage Apex Engineers, Inc. 0.2 Client: Revolve Construction In1o@awx-engimrs.wm Holddown Design: AJP w apex-enginemxm Strap Review: JML IDate: 3/182021 X Descnption Shear Wall Design Page: 3 of 3 Mark SW Connection Schedule 0.2 Type Holddown Anchor Strap Capacity X N/A N/A N/A Schetlule) A HDU2 SB5/8x2415 Inr (Psi) (2)2x4's B HDU5 S65/8x24 65 C HDUB SB7/8x24 1.6 65 A(2)CMST12IM30 D HDU11 SBix30 10.5 45 L HDU14 SB1x30 60 F HD19 1-1WO EM1 430 Mark Loads 0.2 Type (RE: Uplift Capacity End Stud End Stud Stress Comp. I Tension 181433 Area f, F' fx'F, Schetlule) (kips) #of (kips) Inr (Psi) (2)2x4's (psi) -I-SW1 0.2 0.2 A 2.2 (2)2x4's 10.5 181433 181560 L1-SW2 3.5 3.5 B 4.1 (2)2x4's 10.5 3301411 3301560 -1-SW3 1.6 1.6 A 2.2 (2)2x4's 10.5 1491396 1491560 Agex Engineers, Im Page U of 38 CAA Foundation Design Agex Engine m Im Page 35 of 38 Project Nam•)NUmbm: ends CAA Lni Toaoes Etngine•ra�lnc. Restrained Retaining Wall code: IBC2013,AC1318-14TMS402-16 e l c Related Height = 4.00 ft Allow Sol Deal = 1.500.0 pN Wall height above sal - 2.00fl Equivalent Rod Pressure Mattie Total Wall Height = 6 wft At -Rest Heal Pressure = 45.0 pope Top Suppod HegM = 5.0 ft Paadve Pressure 350.0 page Wiry on Exposed Stem poo Axial Load Eccpnnc0y 0.0 in Soil Density = 11O0o psi slope Behind want = oro FppSngllsail Frlmior = OADO Heigh of Bal over Toe 6.09 in Son height mignon Allowable - Poisson a Kalb = M passive pressure = 12.00 in sumbarg•Leatla unllorm Cenral Local Surcharg•Wrlieel = OD psi Lateral Load »>Used TO Result Shl& Overturning ...HHeight Top 9M to Top Surcharge ()ver Tae = 0.0 psi to Bottom Used he Siding & Overturning 000 t1 Axial Weal Appeal W Sbm Wad Type Axkl Dead Wad = 300.0 Its Shead -Allowable = Annual Live Load 1 W.O Its Wiry on Exposed Stem poo Axial Load Eccpnnc0y 0.0 in Fol Type Kb Soil Dersaf Multlpl' Tbumbnall .ppll•J to Stam Mn Phi Allowable Adjacent Fooing Load FY = 0.0 Wit Adjacent Forded Lead = DO he = 0,00 ft Footing Width = 000 t1 = 000g Ecrentrloty = 000 in Shead -Allowable = Wall IO Fly CL Dist 0.00 fl W Wind (W) Fol Type Line Lmd dea In Level) Baal AboverHelmv Sul Sal Pressure ® Heel = 1,2T7 psi OK = at Back o Well 0.0 ft = OO pet Allowable - Poisson a Kalb = OSOO re = 02009 Added sosmic per unit area = 0.0 par nyeu m Mn Phi Allowable Inlcpreae = u.w In FY 000 = 60,psi Shear Force®this beige = 139A live _ .. resultant � 055 in Well Weight= 1030 pet to = 3,000 psi Shamir,E Shead -Allowable = Sal Pressure ®Too = 041 Prat OK Slem IS FREE to rotate at by o tooting Sal Pressure ® Heel = 1,2T7 psi OK Allowable - 10500 get Mmaz Bevels Soil Pressure Less Than Allmreble @Top Support Top &Baw @Base SO Wall ACI Feoared@Too = 1,052 get Stai Stumm Stai ACI Factored @ Heel = 1,5911 pat Design Height Above Fee = BSOfl 205It Owft Footing Shear Q Toe O.n pal OK Rebar Slre = # 5 In 5 In 5 Furling Shear @Hall = 32 psi OK Rebar Spacing = 16.00 in 1600 in 1600 in Allowable = K7 pa Rebar Placed at = Center Center Center Reaction at Top = Sol Ibs Rebar Depth 4' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 4384 Iba Design Data fll, fil 0.000 0.100 OWO Slidin9Calcs inn, Actual = OO itN 392.8 flit ODfl# there Sliding Force = 430A Its Load Fathom Mn Phi Allowable 3,9460&Y 3,945.0 flY 3Sa5AfW Oe•] Load Shear Force®this beige = 139A live K15A be Earth, H Shead-Ac9al = 2.910 9.09 psi Shamir,E Shead -Allowable = 02.13 Pry 02.16 psi sol Pressure IS R Soil hearing Load Fathom Building Code IBC 201&ACI Oe•] Load 1.200 We Load 1,600 Earth, H 1.000 Wind,W Lung Shamir,E HOLD Agex Engineers, Inc Page 30 of 38 Project NamefNUmber: return KE _.. �M46061221 Restrained Retaining Wall Cole: IBC 2018.AC131&14,TMS 402-16 Concrete Stem Rebar Area Details Top Support VeNcal Reinkrting As (based on applied moment): 0 in2111 (0/3)' As 0 iRM 2001bel 20o(12)(4V60000: 0.16 mem 0 W18bb: 00018(12)(8): 0.1728 in2m Regained Area: D.1728 mind Provided Area: 0.23251ri Maximum Ares: 06503 ii / Mmax Small Ends VeNcal ReinMcing As (Imend on applied mameM): 0.0237 in2m (M3)'As: 003161rRm 2001bel 2W(12)(4) WOO: 0,161n211 0 W18bM1:00018(12)(8): 01721n2M Redulred Area : 0.17281n2m Provided Area: 0.23251ri Maximum Area: 06503 ii / Horizontal Reinforcing Min Stem T&S Reinf Area 1056 int Min Stem T&3 Relnt Area per 11 of stem Heigh: 0.192 none Hodzantal Seinbming Options: One layer of: Two layers of: R4®12.50In #4® 25.001n "19.361n 0®W.751n #6@ 27.W in *@55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.662 int Min Stem T&3 Relnt Area per 11 of stem Heigh: 0.192 none Horizontal Reinforcing Options: One layer of: Two layers of: #4@ 12.501n #4® 25.00 in #50 19.361n #5@ 38.75 in #6@ 27 W in 116@ 55.00 in Bass Support Vertlwl Rein o cing Horizontal Reinforcing As (Imend on applied moment): 0 iniSt Total Footing Width = (441)'As: OiRM Min Stem T&S Reinf Area 0.394 int 2001bel 2W(12)(40W00: 0.16 Van Min Stem T&S Reint Area peril of stem Heigh: 0.192 none 0,110181uM1:00018(12)(8): 01728 in2m Horizontal Sentencing Options: Pc= 3,500 psi Fy= BO,W(l Frei One layer of: Two layers of: Repulretl Area: 0.1728 mind #4@12.50In #4®25.00 in Provided Area: 0.23251ri #5019.38In #5@38]5 in Maximum Area: 08503 ii / #filar 2750 in #6@35.00 in Fooeng etrenglM & Dlmerrslons Toe Webb = 0,33p Heel Width - 100 Total Footing Width = 1.33 Feeling Riumess = 10.00 in Key WtlN 12.03 in Key Depen = ON in Key Distance from Toe = 2,03 ft Pc= 3,500 psi Fy= BO,W(l Frei Footing Zarrrete Density im.OopU Min. As% 00010 Cover ® Top = 300 in @ Burn- 3.00 in Apex Engineers, laid Page 37 of 38 Footing Design Results Toe Feel Featured! Pressure = 1,052 1,598 psi Mu': Upward = 61 86 fiN Mu': Dowmvarl = 12 38 fiN Mu: Design = 48 49 44 Actual l -Way Sheer = 0.58 3.15 psi Albw i -Way SMar = 8874 08.74 par Other Acceptable SWs & Spectres: Tae:#7@1&Win - Not read: Mu< pbi'S'Iambda'sgMPc)'Sm Hard :#6®16.03 in r- Net sul Mu<pM105'lambtla'agrt(Pc)'Bm Key: Slab Reaista Sliding -or- Slab Rasia631iding-NOForceon Min feeling T&S mind Am 029 in2 Min boards T&S rein! Amo par reel 022 in2A It one letter of horizontal ban: If two layers of horizontal bars: R4®11.11 In sli 22.22 in 115@1722 in #5@3444 in #A@2444 in #6@4089 in Apex Engineers, laid Page 37 of 38 Project Namelnunt: also CAA pN 50 2019, 11e1 a Restrained Retaining Wall Corte: IBC 2018,AC1318-14TMS 402-16 is Entainews, Inc. of Forces on Footina: Slab RESISTS Sliding. stem is PINNED at footing (laking moman6 about frontoffooling to fm0 sccanbgry) Surcharge Over Heel = this fl aA Axial Cead I-oad on Stem = 480.0this D.67 ft 319.91 Soil Wer Toe = 18.31be 0.1111 31114 Adjaent Forting Load = this a RN Surcharge Wer Toe = this a Rp Stem Weight = 600.OIbs O.6T ft 398 Bft-p Soil Wer Heel = 14661bs 1.17 ft 1T10ft4 Forming Weight = 16661bs D.67 ft 1118a -p Total Vertical Force = 1411.516e Moment = 1,005Aft-p Net Mom. at SteWFW Interface= 464.6 nk Allow. Mom.@ Sterandi Interface= 2,466.1 Wp Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 1,058.9 gas Vertical component of ad" lateral sail pressure IS NOT considered In Iba calculation of Sliding Reaislarm. Agex Engineers, Inc Page 38 of 38 From: no-reolv(alci.wheatridae.m. us To: CommDev Perm is Subject: Online Form Submittal: Roofing Permit Application Date: Thursday, August 26, 2021 11:37:40 AM Roofing Permit Application THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this property Residential Commercial or Residential? How many dwelling Single Family Home units are on the property? PROPERTY INFORMATION Property Address 9865 W 35TH AVE Property Owner Name ADAM WYLIE Property Owner Phone 303-519-1214 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email DYLAN@TECTONICBUILDS.COM Address Do you have a signed Yes contract to reroof this property? CONTRACTOR INFORMATION Contractor Business J&K Roofing Name Contractor's License 019983 Number Contractor Phone 303-425-7531 Number (enter WITH dashes, eg 303-123- 4567) Contractor Email EMAIL@JKROOFING.COM I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Heather Garringer Permit Email not displaying correctly? View it in your browser. Address Retype Contractor EMAIL@JKROOFING.COM Email Address Attach City of Wheat Scan0008 ndf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" DESCRIPTION OF WORK TOTAL SQUARES of 32.84 the entire scope of wo rk: Project Value (contract 26170 value or cost of ALL materials and labor) Are you re -decking the No roof? Is the permit for a flat Flat roof (less than 2:12 pitch), Pitched roof (2:12 pitch or roof, pitched roof, or greater) both? (check all that apply) What is the pitch of the 0-1/12 FLAT roof? How many squares are 5 sq shop, 8 sq garage part of the FLAT roof? Describe the roofing EPDM material for the FLAT roof: Type of material for the TPO/EPDM FLAT roof: What is the specific 3/12 pitch of the PITCHED roof? How many squares are 21 part of the PITCHED roof? Describe the roofing malarkey vista materials for the PITCHED roof: Type of material for the PITCHED roof: Provide any additional detail here on the description of work. (Is this for a house or garage? Etc) Asphalt house roof, garage & shop 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 this Yes application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work may not begin on this property until a permit has been issued and posted on the property. I certify that I have been authorized by the legal owner of the property to submit this application and to perform the work described above. Yes Yes E,... X_ ENGINEERS,INC. 9865 W 35th Ave 202100568 7/29/2021 4:12:15 PM Dylan Ochala Tectonic Builds (720) 295-2873 RE: WYLIE RESIDENCE GARAGE ADDITION 9865 W. 35TH AVE. WHEAT RIDGE, CO 80033 COMPLIANCE LETTER To Whom It May Concern, This letter shall serve as verification that representatives from Apex Engineers Inc. made periodic site observations during the Footing and Foundation phases of the above referenced project. Based on these observations the structural phases of construction appear to be in general conformance with the approved Structural Plans and Specifications. Additionally, the Ufer bar was observed to be in place. LIMITATIONS Apex has performed its services in a manner consistent with the standard of care and skill ordinarily exercised by members of our profession practicing under similar circumstances. The services of Apex should not be construed as Special Inspection services or full-time observation or inspection. Apex does not insure any result, nor does it warrant or guarantee that construction was properly performed. Even with constant monitoring, some construction defects may be missed. Apex is not responsible for the means, methods, sequences, and techniques of construction, since the contractor is solely responsible those and for the quality of work, adhering to plans, specifications, and appropriate codes, and repairing defects, deficiencies or omission, regardless of whether a defect is observed. In addition, the scope our services does not include any evaluation of the building or site for job -site safety and/or hazardous conditions. The contractor is solely responsible for safety and compliance with IRC, IBC, and OSHA standards. Finally, Apex's scope of services does not include any environmental assessment (such as, but not limited to mold, mildew, presence of hazardous or toxic materials in the soil, surface water, ground water, etc.). To the fullest extent permitted and allowed by law, Apex's client agrees to indemnify and hold harmless Apex and its owners, partners, officers, directors, employees, agents and sub -consultants, from and against all damage, liability and costs, including reasonable attorney's fees and cost of defense, arising out of the performance of these services, excepting only those damages, liabilities or costs attributable to the negligence or willful misconduct of Apex or its consultants. Please call if Apex Engineers, Inc. can be of further assistance. Submitted By: p 0.0 REG/s 'C'CHEWReviewed By: OOQA PC„- ��A 43292 Andrew Plescia, EIT Jared Lambrecht, P.E. Apex Engineers, Inc. Apex Engineers, Inc. Digitally signed by Jared Lambrecht DN:C=US, t E=Jared@Apex-Engineers.`om, Jared Lambrech O=City and County of Denver, OU=Apex Engineers, CN=Jaretl Lambrecht Date: 2021.07.29 16:13:36-06'00' 1 RESPONSE: BELOW IS A DETAIL FOR EPDXY SIZES AND EMBEDMENT LENGTHS FOR VARIOUS HOLDOWN SIZES USED IN THIS PROJECT. SKETCH: SILL PLATE DU2 = 5/8" ANCHOR: SET -XP WITH 5" EMBED DU5 = 5/8" ANCHOR: SET -XP WITH 12" EMBED DU8 = 7/8" ANCHOR: SET -XP WITH 15" EMBED T.O. SLAB REF PLAN EMBEDMENT DEPTH PER SCHEUDLE T.O.F. REF PLAN ANCHOR ROD, REF SCHEDULE A-,, -APEX ENGINEERS,INC. RFI RESPONSE PROJECT NAME: WYLIE RESIDENCE APEX PROJECT #: 40772 RESPONSE DATE: 7/29/21 RESPONSE BY: Andrew Plescia RFI NAME/No.: RFI #1 PROJECT STATUS: Foundation Construction ARCHITECT: I Gary Wegher CONTRACTOR: Tectonic Builds CONTACT: Dylan Ochala RESPONSE: BELOW IS A DETAIL FOR EPDXY SIZES AND EMBEDMENT LENGTHS FOR VARIOUS HOLDOWN SIZES USED IN THIS PROJECT. SKETCH: SILL PLATE DU2 = 5/8" ANCHOR: SET -XP WITH 5" EMBED DU5 = 5/8" ANCHOR: SET -XP WITH 12" EMBED DU8 = 7/8" ANCHOR: SET -XP WITH 15" EMBED T.O. SLAB REF PLAN EMBEDMENT DEPTH PER SCHEUDLE T.O.F. REF PLAN ANCHOR ROD, REF SCHEDULE A-,, -APEX ENGINEERS,INC. City of W h6at Ice CO MMIINi'IY DI-VH.0PMrNV f FOR OFFICE USE ONLY Approved by Steven -Peck 8/20/21 Inspector Date City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION For Single Family Developments This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to proceeding with any further construction. DATE: PERMIT# 202100568 ADDRESS: Cl ec_4s U5. . 13S- I" r LOT -10 , BLOCK , Lk � �__ -, "I" `Tt SUBDIVISION I hereby certify that the elevation and location of the recently constructed structural foundation for the above property described above has been measured by me or directly under my supervision. For the recently formed or constructed building foundation corners, the setback distances have been found by me to be in compliance with City of Wheat Ridge required limits and the elevations as stated herein have been found by me to be in compliance with the Building Permit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FRONT: `� r REAR: t _G SIDE: l j r SIDE: If in the floodplain, the MINIMUM ELEVATION is determined to be: (NAVD88). The above measurements have been determined on the following location: (Check only one): Top of proposed foundation prior to placement of concrete Top of foundation subsequent to placement of concrete The setback and elevation measurement locations are identified on the attached exhibit. Signed Print p Professional Surveyor 1� AD0 Lr''C��d? ac 37955 _-cr. www.ci.wheatridge.co.us Rev 11/18 EXHIBIT 106.25'PROPERTY LINE 49: 15.0' 15.2' TOC = 5451.3' f TOC = 5451.3' f NEW FNDN 14. 1' 36.2' � 27.0' = TOC 5451.3' O TOC = 5451.3' EX ADJACENT cry GARAGE Z O Lor 18 SCALE: 1 " = 20' �F NOTICE TO SURVEYOR: 1. Elevations shall be shown for ALL foundation corners. 2. Foundation corners with minimum elevation and setback distance shall be identified. r 3. Drawing must be properly oriented (North = top of page). 4. Show the roadway in front of the property. 5. If drawing is to-scale, provide the scale. If not to-scale show as N.T.S. RESPONSE: 9865 w 35th ave 202100568 BELOW IS A DETAIL FOR EPDXY SIZES AND EMBEDMENT LENGTHS FOR VARIOUS HOLDOWN SIZES USED IN THIS PROJECT. SKETCH: SILL PLATE DU2 = 5/8" ANCHOR: SET -XP WITH 5" EMBED DU5 = 5/8" ANCHOR: SET -XP WITH 12" EMBED DU8 = 7/8" ANCHOR: SET -XP WITH 15" EMBED T.O. SLAB REF PLAN EMBEDMENT DEPTH PER SCHEUDLE T.O.F. REF PLAN ANCHOR ROD, REF SCHEDULE A-,, -APEX ENGINEERS,INC. RFI RESPONSE PROJECT NAME: WYLIE RESIDENCE APEX PROJECT #: 40772 RESPONSE DATE: 7/29/21 RESPONSE BY: Andrew Plescia RFI NAME/No.: RFI #1 PROJECT STATUS: Foundation Construction ARCHITECT: I Gary Wegher CONTRACTOR: Tectonic Builds CONTACT: Dylan Ochala RESPONSE: 9865 w 35th ave 202100568 BELOW IS A DETAIL FOR EPDXY SIZES AND EMBEDMENT LENGTHS FOR VARIOUS HOLDOWN SIZES USED IN THIS PROJECT. SKETCH: SILL PLATE DU2 = 5/8" ANCHOR: SET -XP WITH 5" EMBED DU5 = 5/8" ANCHOR: SET -XP WITH 12" EMBED DU8 = 7/8" ANCHOR: SET -XP WITH 15" EMBED T.O. SLAB REF PLAN EMBEDMENT DEPTH PER SCHEUDLE T.O.F. REF PLAN ANCHOR ROD, REF SCHEDULE A-,, -APEX ENGINEERS,INC. APEX ENGINEERS,INC. 9865 W 35th Ave 202100568 7/30/2021 9:40:57 AM Dylan Ochala Tectonic Builds (720) 295-2873 RE: WYLIE RESIDENCE GARAGE ADDITION 9865 W. 35TH AVE. WHEAT RIDGE, CO 80033 COMPLIANCE LETTER To Whom It May Concern, Digitally signed by Jared Lambrecht DN: C=US, E=J are d@Apex- En gi n eers. com, Jared Lambrecht O=City and County of Denver, OU=Apex Engineers, CN=Jared Lambrecht Date: 2021.07. 30 09:42:54-06'00' Cracking was observed at the foundation of the north-east corner of the existing garage. This was likely caused by improper drainage of the downspout over the years. The new design reinforces that location with new footings and foundations that are dowled into the existing wall. The new footing is set lower than the existing. Therefore it is the opinion of Apex engineers that further repairs and reinforcement is not needed at this time. LIMITATIONS Apex has performed its services in a manner consistent with the standard of care and skill ordinarily exercised by members of our profession practicing under similar circumstances. The services of Apex should not be construed as Special Inspection services or full-time observation or inspection. Apex does not insure any result, nor does it warrant or guarantee that construction was properly performed. Even with constant monitoring, some construction defects may be missed. Apex is not responsible for the means, methods, sequences, and techniques of construction, since the contractor is solely responsible those and for the quality of work, adhering to plans, specifications, and appropriate codes, and repairing defects, deficiencies or omission, regardless of whether a defect is observed. In addition, the scope our services does not include any evaluation of the building or site for job -site safety and/or hazardous conditions. The contractor is solely responsible for safety and compliance with IRC, IBC, and OSHA standards. Finally, Apex's scope of services does not include any environmental assessment (such as, but not limited to mold, mildew, presence of hazardous or toxic materials in the soil, surface water, ground water, etc.). To the fullest extent permitted and allowed by law, Apex's client agrees to indemnify and hold harmless Apex and its owners, partners, officers, directors, employees, agents and sub -consultants, from and against all damage, liability and costs, including reasonable attorney's fees and cost of defense, arising out of the performance of these services, excepting only those damages, liabilities or costs attributable to the negligence or willful misconduct of Apex or its consultants. Please call if Apex Engineers, Inc. can be of further assistance. 00 REG/ Submitted By: Reviewed By: 00� P11HEW�t,F�m 43292 Andrew Plescia, EIT Jared Lambrecht, P.E. Apex Engineers, Inc. Apex Engineers, Inc. ss/OVAL A,.g �v S W 5,_4 APEX zoo I vo 7/29/2021 4:12:15 PM Dylan Ochala Tectonic Builds (720) 295-2873 RE: WYLIE RESIDENCE GARAGE ADDITION 9865 W. 35TH AVE. WHEAT RIDGE, CO 80033 COMPLIANCE LETTER To Whom It May Concern, This letter shall serve as verification that representatives from Apex Engineers Inc. made periodic site observations during the Footing and Foundation phases of the above referenced project. Based on these observations the structural phases of construction appear to be in general conformance with the approved Structural Plans and Specifications. Additionally, the Ufer bar was observed to be in place. LIMITATIONS Apex has performed its services in a manner consistent with the standard of care and skill ordinarily exercised by members of our profession practicing under similar circumstances. The services of Apex should not be construed as Special Inspection services or full-time observation or inspection. Apex does not insure any result, nor does it warrant or guarantee that construction was -properly performed. Even -with constant monitoring, some construction defects may be missed. Apex is not responsible for the means, methods, sequences, and techniques of construction, since the contractor is solely responsible those and for the quality of work, adhering to plans, specifications, and appropriate codes, and repairing defects, deficiencies or omission, regardless of whether a defect is observed. In addition, the scope our services does not include any evaluation of the building or site for job -site safety and/or hazardous conditions. The contractor is solely responsible for safety and compliance with IRC, IBC, and OSHA standards. Finally, Apex's scope of services does not include any environmental assessment (such as, but not limited to mold, mildew, presence of hazardous or toxic materials in the soil, surface water, ground water, etc.). To the fullest extent permitted and allowed by law, Apex's client agrees to indemnify and hold harmless Apex and its owners, partners, officers, directors, employees, agents and. sub:consultants, from and against all damage, liability and costs, including reasonable attorney's fees and cost of defense, arising out of the performance of these services, excepting only those damages, liabilities or costs attributable to the negligence or willful misconduct of Apex or its consultants. Please call if Apex Engineers, Inc. can be of further assistance. Submitted By: 00 REGIS Reviewed By: 1j HEWDigit.� J' '9 D".0 y slgneC by ,tareC LamkveCrt % Ov O �n �m ENated�APex-Ezaglrfcers com, U = p Jared t_ambrecht xE a°a«n a 43292 tl Andrew Plescia, EIT Ak �� ° ;.7.Zff,�'�a ° Jared Lambrecht, P.E. Apex Engineers, Inc. ��5�_-_ ,�� Apex Engineers, Inc. � ► � i City of Wheat Ridge Res. Accessory Struc PERMIT - 202100568 PERMIT NO: 202100568 ISSUED: 07/16/2021 JOB ADDRESS: 9865 W 35th Ave EXPIRES: 07/16/2022 JOB DESCRIPTION: New shop addition to exiting two car detached garage. New shingle roof on existing home. 366 sq feet *** CONTACTS *** OWNER (303)519-1214 WYLIE ADAM GEORGE GC (720)231-4156 JARED PHIFER 150033 REVOLVE CONSTRUCTION SUB (720)341-5682 DOUGLAS ROSE 021919 COAL CREEK ELECTRIC, LLC SUB (970)310-9395 PHILIP DAY 210154 PD GREENS LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 57,000.00 FEES Total Valuation 0.00 Plan Review Fee 510.84 Use Tax 11197.00 Permit Fee 785.90 ** TOTAL ** 21493.74 *** 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. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. For one- or two-family dwellings, the first twenty-five feet (25') of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. Landscaping removed or damaged during construction must be replaced prior to final inspection. 1* � 4 41' PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Res. Accessory Struc PERMIT - 202100568 202100568 ISSUED: 07/16/2021 9865 W 35th Ave EXPIRES: 07/16/2022 New shop addition to exiting two car detached garage. New shingle existing home. 366 sq feet roof on 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. 07/16/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. From: no-reolv(alci.wheatridae.m. us To: CommDev Perm is Subject: Online Form Submittal: Residential Accessory Structure (Garage, Shed over 120 sq ft, Gazebo) Date: Wednesday, March 24, 20213:53:23 PM Residential Accessory Structure (Garage, Shed over 120 sq ft, Gazebo) THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Property Address 9865 W. 35th Ave Property Owner Name Adam Wylie Property Owner Phone 303-519-1214 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email adam.g.wylie@gmail.com Address Attach City of Wheat 9865 W. 35th AVE. - SIGNED PAYMENT FORM - Ridge Electronic 03.24.2021.Ddf Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" CONTRACTOR INFORMATION Contractor Business Revolve Design -Build Name Wheat Ridge 150033 Contractor's License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 720-2314156 Number (enter WITH dashes, eg 303-123- 4567) Contact Email Address gary@revolvedb.com for Questions/Comments Retype Contractor Bary@revolvedb.com Email Address 0]:K161ZI191[*]0Ill ;ll S21 Detailed Scope of New shop addition to exiting two car detached garage. New Work - Example: shingle roof on existing home. Detached Garage with Electrical; Unconditioned shed Square Footage of 366 Accessory Structure Engineering Letters 9865 W. 35TH AVE. - STRUCTURAL CALCS - 03.24.2021.odf and Other Letter Size Attachments Construction Plans 9865 W. 35TH AVE. -CONSTRUCTION DOCUMENTS - scanned on 11'x17" or 03 242021 Ddf larger Project Value (contract 57000 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. Person Applying for Gary E. Wegher, AIA 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. _.� i.. CITY OF WHEAT RIDGE � Building Inspection Division (303) 234-5933 Inspection line 1(� (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:c(C'rJ� I Job Address: w. -Y7 -4h Permit Number: ❑ No one available for inspection: Time la AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -i sbection at 303,234- 93 Date: I ( 15 ft -4- Inspector: P(bl^ DO NOT REMOVE THIS NOTICE "i CITY OF WHEAT RIDGE ��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: y b(r � 3 S `," A ✓r Permit Number: 201400 361/ ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE August 26, 2016 Paul Sutton Peak Structural, In 07 Country dine Road, Palmer Lake, CO 80133 RE: Final Approval for 9865 W 350' Ave, Wheat Ridge, CO 80033 Dear Mr. Sutton* This letter confirms that piers I through 9 and associated work on the above referenced site were property completed in accordance with the engineering drawings for this project dated March 7, 201 and will be suitable to support design loads. The piers were Installed to depths between nineteen and twenty-five feet with final driving forces between 28,000 pounds and 36,000 pounds. This foundation repair complies with current county codes and supplements. No ether Inspections or aspects of construction are covered under this inspection. I appreciate this opportunity to serve you, Please do not hesitate to contact me If you have any questions. Sincerely, } LJ �5 Michael F. Sullivan, P.E. President Colorado Office., 17 St Suite 2800 South, Denver. CO80202 (M)258-6111 phone ver t : 4 Carmichael streesutte 111, #10s, Esm.lunction, VTOS452 b: fepttoom, 89. i page 1 Of 1 City of at e �Commwi�� i�� Building & Inspection Services Division �y #. R .r. A Ridge, i. i 4 M 1 303-237-8929 Inspection 303-234-5933 ,n/ Plan Review Building Permit Application Please complete all highlighted areas on both sides of this torrµ Incomplete applications mayno processed. Mailing Address: (ff different than property address) tire: 14r r hite t/Enggi e r E-mail: RPh r o*i �:) 7 7n4 Contractor: Contractors City License . qnoo Phone: ° �X i°�aiw+in#eR _ru..i As3rda w,ew» �'�5..•,rJ. « ,� � ` _.r, P�'� F t"4 �s�s r ,.n ± . ,.,.»m. � ..,_ 1. Sub Contractors: Electrical: Plumbing: Mechanical: W.R, City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License IF Complete all information on BOTH sides of this form NEW COMMERCIAL STRUCTURE ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE COMMERCIAL ROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING RESDENTIAL ADDITION WINDOW REPLACEMENT COMMERCIAL ACCESSORY STRUCTURE (Garage, .sled, deck„ etc.) RESIDENTIAL, ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYST !AP LI NC EPAIR or REPLACEMENT OTHER (Dr scribe) Jail , ,. (For ALL protects, please provide e #gJailld de cri tion of work to be performed, including current use of areas, proposed uses, square footage, existing c dation and, proposed new condition* appliance size and efficiency, type and amount of materials to be; used, etc.) Taxi �qlt-d- Sq. FULF Stu's Gallons Amps Squama other evidence of additional structural movement occurs the house should be inspected at that time to determine if additional structural repairs are required. if new conditions are discovered during the repair work, this office reserves the right to modify this report and design. As with all houses, a positive grade should be maintained around the house to direct water away from the foundation. The gutters and downspouts around the house should be kept in good working order with downspouts extending five feet from the foundation. Watering grass and plants within five feet of the foundation is not recommended. Thank you for the opportunity to provide this letter and I look forward to serving you in the future, Do not hesitate to contact me with any questions regarding this report. 27--M President Colorado Office� 600 171h St Suite 2800 South, Denver, CO 80202 (888)258-6111 phone Vermont Office: 4 Carmichael Street Suite 111, #105, Essex Junction, VT 05452 web: feplc,com, ernafl�jElLqdItgpk.,��9,M Page 2 of 2 22' 22 \ (typ) RrepaZred Im S Peak Structural, Inc. Scale: NTS Date: March 7, 2016 Drawn By.- MFS Sheet I of 2 I . rill work to be installed at accord- ance with IRC 2012 Code and all applicable State. County. and Local codes, 2, Design Assumptions from EIEC' 2012 'tables 8301,2 (1) • Ground Snow Load --, 30 psf • Wind design =- 105 MPll 3 see gust. - category C - Seismic Design Category 13 - Frost Depth = 36 Inches • Concrete - Minitnurn 3.000 psi 3Required Inspections - Engineer will provide inspection and Final Approval letter (if required by ,jurisdiction) Existing Foundation Wall. Chip footing so bracket fits near to foundation wall. Nffl�� 4=1 tpltrorl uctural, Inc. =mKit Drawn By: MFS Sheet 2 of 2 ,I- I IN I p > ........ . . Existing Foundation Wall. Chip footing so bracket fits near to foundation wall. Nffl�� 4=1 tpltrorl uctural, Inc. =mKit Drawn By: MFS Sheet 2 of 2 ,I- I IN I City of Wheat Ridge moo »¥«; TO: Accounting Department t »4 4 # »« a* 14 #0 . H DATE: January 13 201M Reason. Contractor requested that permit #201401202, for 9865 W. 35 cancelled. See request attached. I Nease refund: Contractors License$ ( Total: $400.00 TO: SolarCity th 470 ■ 76 Ave., Unit 3A Denver, CO 80229 k SolarCity 470 East 76' Avenue, Unit 3A Denver, CO, 80229 ugz• rr� 1 1 pmq . � Permit 3255 Ames ST Homeowner is no longer moving forward with project #201400616 rmit 1 4345 Otis ST #201401288 ,Permit 9865 W 35th 'Homeowner is no longer moving forward with project #201401202 AVE Permit 1 3290 Newland Homeowner is no longer moving forward with project #201400908 ST IMUT MIR MITMORINIRIMIK �� 4285 Marshall Homeowner is no longer moving forward with project L#201'O 42 _J ST August 12, 2014 SolarCity 3055 Clearview Way San Mateo, CA 94402 TEL: (650) 638-1028 FAX: (650) 638-1029 Ann.: Jesus Santiago, Re: Job 201401307: Wylie — 8005612 - 9865 W 35th Ave, Wheat Ridge, CO 80033 Subject Certification Letter STRIKTURAL ENGINEERS 45677 0 A jobsite observation of the condition of the existing framing system was performed by an audit team, from SolarCity. All attached structural calculations are based on these observations and the design criteria listed below: On the above referenced project, the roof structural training has been reviewed for additional loading due to the installation of the solar PV addition to the roof, The structural review, including the plans and calculations only apply to the section of roof that is directly supporting the solar PV system and its supporting elements. After review it was determined that the existing structure is adequate to carry the loads of PV with a structural upgrade. Design Criteria: • Applicable Codes = 2006 IBC, ASCE 7-05 and 2005 .'ADS • Roof Snow Load = 30 psi" • Roof Dead Load= 10.3 psf (All MPs) • Basic Wind Speed = 100 mph Exposure Category C • Solar modules = as indicated in attached drawings. IN VMS in] to L117 77177 PMMT7ur7M(7-dn* 11174j"7177 11411. ocen Fe'VICTUD Mitt ZYMCF11111171" to or uyuccu We T H equ M iremenIs in accordance with the 2006 IBC, If you have any questions on the above, do not hesitate to call. Sincerely APPROVED Su4ject to Field Inspections Wheat Ridge Building Dept, Date.: Paul Zacher, SE - President I Plan rhP(, 8150 Sierra College Blvd Suite 154 — Roseville, CA 95661 -- 916. 961. 3964 — 91 6. 961 . 3965 — www.PZSE.com August 12, 2014 SolarCity 3055 Clearview Way San Mateo, CA 94402 TEL. (650) 638-1028 FAX: (650) 638-1029 Arm.: Jesus Santiago, Re. Job 201401307: Wylie — 8005612 - 9865 W 35th Ave, Wheat Ridge, CO 80033 Subject: Certification Letter A jobsite observation of the condition of the existing framing system was performed by an audit team from SolarCity. All attached structural calculations are used on these observations and the design criteria listed below: On the above referenced prqject, the roof structural framing has been reviewed for additional loading due to the installation of the solar PV addition to the roof. The structural review, including the plans and calculations only apply to the section of roof that is directly supporting the solar PV system and its supporting elements. After review it was determined that the existing structure is adequate to carry the loads of PV with a structural upgrade. Design Criteria: • Applicable Codes = 2006 IBC, ASCE 7-05 and 2005 II S • Roof Snow Load = 30 psf • Roof Dead Load= 10.3 psf (All MPs) • Basic Wind Speed = 100 mph Exposure Category C • Solar modules = as indicated in attached drawings. I certify that the capacity of the structural roof framing that directly supports the additional gravity loading due to the solar panel supports and modules had been reviewed and detennined to meet or exceed the requirements in accordance with the 2006 IBC. If you have any questions on the above, do not hesitate to call. Z= Paul Zacher, SE - President APPROVED Subject to Field Inspections Whea I t Ridge Building Dept, Date_ Signed: qz 4 Plan checke 8150 Sierra College Blvd Suite 1 50 — Roseville, CA 95661 — 916.961. 3960 — 916. 961.306 s -- www,PZSE.com A • wM •.- • above Address: Same as City, State, ;dip: ArchftocW ,. w tp6 Complete all information on BOTH sides of this form Installation of a grid-tied PV system, flush mounted to roof. Z04 KW Sq. FULF Btu's Gallons Amps Squares Other Solar City Attn.: Jesus Santiago re: Job 201401307: Wylie - 8005612 APPRO\ If you have any questions on the above, do not hesitate to call. Subject to Field on I r Wheat Ridge fti 2, Date, OP S�gnedl 'necker 8150 Sierra College Boulevard, Suite 150 oseidle, CA 95661 # 916.961,3960 P * 916,961 .3965 * vimpse,com r I of 5 August 12, 2014 NM S p - ground Snow load 30 psf p = 01 C Cq 1 p (ASCE7 _ Eg 7 -1) C, _ Exposure Factor = 1 (ASCE7 - Table 7 -2) C = Thermal Factor = 1 (ASCE7 - Table 7 -3) l - Importance Factor 1 p Flat Roof Snow Load 21.0 psf p� ~ Cape (ASCE7 - Eq 7 -2) Cs = §!M Factor = 1 P,° Sloped Roof S wLoad 21.0 psf K� ;U„.. , t ,, sfi 91i1 Weight of PV System (Per Solar City) 3.0 psf Standoff Spacing 6.00 ft' Y Standoff Spacing 53 1f Standoff Tnbu 38.00 sg Point Loads of 1141b Moto: PV standoffs are staggered to ensure proper distribution of loading 't k <lll iltr girt ::: te�17t4 1 �� i"ti ,�ti tkjmr iv? .t)v it .,r ` ar , lu Note; hoof live load is removed in area`s cornered by PV array. b v�� Composition Shingle 42 1x Decking 100 Double 2x6 Rafters @ 24 "o.c„ 230 Vaulted Cellrng 0,00 (Ceiling Not Vaulted) ..N Miscellaneous 030 Total Roof f L (MP1 ) %0 psf Clt. Adjusted to 14 Degree Slope 103 psf NM Wind Calculations Per ASCE 7-05 Components and Cladding Exposure Category C -2:30 0.40 (Fig. 6 -11) Roof Shape Gable /Hip -42.54 psf 10,0 psf (Minimum) Roof Slope 1 deg 4M Mean Root sleight 13 It 3.17 Building Least Wkb 32 ft 12.67 Effective Wind Area 17.5 ft .539 lb Wind Pressure ° �ih *(G *Cp) qh 0.00256 Kz * Kzt * Kd * A2 * I (F —6 -15) Kz (F sure Coefficient) 0.85 (Table 6 -3) Kit (topographic f 1 (pig. 6-4) d (Wind Directionality Factor) 0.85 (Table 6 - 4) (Design Wind Spe = 100 mph Embedm Depth = 2.5 Importance Factor - 1 (Table 6 -1) on 18.50 Fastener Capacity = 1064 lb p = -0.85 -1.45 -2:30 0.40 (Fig. 6 -11) Uplift Pressure = -1512 psf -26.82 psf -42.54 psf 10,0 psf (Minimum) n = 60 6.00 4M Y Standoff Spacing = 6.33 3.17 3.17 Tributar Area = 38.00 1900 12.67 Footing Uplift = -597 lb x510 lb .539 lb Maximum Design Uplift : -597 lb Standoff Uplift Capacity = 765 Ito 766 lb capacity > 597 lb demand Ther OK Fastener = 1.. 5716' dia Lac Number of Fasters = 1 Embedm Depth = 2.5 Pullout Capacity Per Inch = 266 ib Fastener Capacity = 1064 lb w F.S. of 1.5 = 710 lb 710 lb capacity > 597 lb demand Therefore, OK XEMMMMM P1 PASS - With Frarr, ing Upgrades es Double 2x6 1513 41`,59 SPF #2 @ 24 "o.c. Allowed Deflection (Total toad) LI ZO ( = 14UUUUU 1.25 in Deflection Criteria Based on _ S €mpie $pan Actual Deflection (Total toad) = (5'w *L "4) / (384'F *1) 9.645 in U232 > U120 Therefore C Allowed Deflection (Live Load) = U185 13.833 in Actual Deflection (Live Load) = (5 *w'L"4) / (384' "l) 0.397 in U378 > U180 Therefore OK mater Area= 1o,o tvz ry tpst3 = ` -50 psi t uz> t ante , Allowed Shear = Fv * A = 2228 lb Max Shear () = w * L/2 = 429 lb Mowed > actual —19,3% Stressed -- Therefore, OK mm "� tip • ; • am 4 t l t iy t �t 1 111 ztii iti Percent Increase 1,2% Ceiling 11 OWO SfT Int. Walls !t ft MMMMMWZI +: • am 4 t l t iy t �t 1 111 ztii iti Percent Increase 1,2% '1T * . 03HSVO Sl IN3lNdtnO3 80183, N1 S13 VI 6NINNVM V L� (1323 38V SIN3A ONjonGO21d lV3H � 1 ` 3ON3./310 80183INI NO NWIln(3NOO 138V I ONINSVM V 8313A .kil` tin (3) 23012331X3 NO Nn8 Ilfmoo 02 • SNOLLVD01 J-40ON IS GN3 •V 83131N 1NRS kS Ad 031 OI03CJ • 111ONft(" 00 NNOOSIG O i M S13 VI 6NINNVM V OOSIO OO 03 V8933.N1 /M NX83AN1 ` 138V I ONINSVM V 8313A .kil` tin (3) 02 • GN3 •V _:.. • 30N3alS38 311M S13 VI 6NINNVM V OOSIO OO 03 V8933.N1 /M NX83AN1 ` 138V I ONINSVM V 8313A .kil` tin (3) GN3 ' V Of 1.99 °s2 1 o6 s uolS AldolS 1 al IS t 1 31 Y O T H111Yi1 �vNw 083~ :Hinrvzv Z dW T LHOIId AV88V VT :H011d s po ;S z - AdOIS= ol ujoO:jV1233jVrj 0L :H3.f11N1 V kV8NV O :HIf1WlZV T dW V =HOIId AV88 VT :H011d () LBW CA)— SIDE VIEW 01 MPI NTS Elm= INSTALLATION ORD ummwz=�Ml Y W Y L IE RESIDENCE + L OCATION , DR ILL P ILOT Rado { "OWN 9 86 5 1 lj w ARRA INS II II III \ • , � IhI � I� �I IRAw VIII ��IM I II it �UI twat @ i = OC i xSiIO UYZ 27 +' I• 1 UNI I�I�V��I A I�r U IqI61i �11'� 111 S 11 t1,, 2 hin le PV M ODU LE 5/1 B OLT NTH LO FEN A RRA Y ZEP LEVELING FOOT ZEP M R P LENGTH SISTER it I► t" r i YY a Sc 1 INSTALLATION ORD l L O CATE In pAI UI YT lUl Y IIY Y W Y L IE RESIDENCE + L OCATION , DR ILL P ILOT Rado { "OWN 9 86 5 1 lj w ARRA INS II II III \ • , � IhI � I� �I t. INICI d U Y It SEA WASHE T � " R P LENGTH SISTER it I► t" r i YY a Sc 1 SIM PSON SDW WOOD g T T "' J 00 `A Y W Y L IE RESIDENCE + Rado { wmw sysu C omp i t . C 9 86 5 1 lj w ARRA \ WHEAT RIDGE, CO 80033 ► t * * iM CANADIAN SOLAR CS6 P-255PX q, n 111 Im I 1 M Kelm. POWER- E i 7 " 3035191214 PV 3 7/29/2014 638-1028 R(W) 638-1029 *., . SIM PSON SDW WOOD g T T "' —'A1rJ ' - ` L /s /c t Ad SN1 Y 9P t F Ji ti i S O �y } �r^�no r g°� f) L L - - sn-- -- cLLno�- ° -lnd N 3 — W d t RJK}f7 213d t- (tq)�3 $ZQt (€3 }.g 6 *001" ws Ilya 1 uom 3tt 1 io uwm 11 3WO 3sn XdggZ—d9SD # 8VlOS NVIOVNV ( m H002 0 '30&1 IV31 t Ht 3 M IcMX3 VZ#I l d eta Ali 'del d 3AV 1192 999 I jCR�ori dwo � It " « % '� soy ap d a 3 N3alS3 31 INVGV `311,1 t S! AAl3 td33�t3 NY I UVM � a3�n 381�N 1v�� �t�a - (� f � (� {�(�(� { 4M30. NX&M30 01 iJtJ J1JlJC3I 5NOuvi i ivani nd15 60J 13ADVd 31VdVd3S 335 si voc* = MAX VOC AT MIN TEMP t.l MAIN PA1 EL SPECS ISENE tAL NOTES 1 VERTER SPEC (1)S 2 S 4 S U ,�INCTI N BOx DC MOO ULE P S __ _ LI ENSE tID ( `; GEC TO (N) GROUND R1 anal Number: Inu 1. DC Ungrounded INV 1 (I)POWER-ONE AURORA M- 3.0-- OUTD -S -U - -A LABEL. A /eutrol er (DG) (I) Uet; I- XL -5Tli; —(8)CANADIAN OLAR CS6P -255PX E EC 8041 AT PANEL NTH IRREVERSIBLE CRIMP Meter Number. 1267163 R F I Inverter; Igbee DW, 240V, 96 PV Module;. 255W 234.3W PTC, Block Frame, MC4, ZEP Enabled -(3)" K4977 -NT L - Top Connector, IODAr #12 - 1/0 AWG Underground Service Entrance INV 2 (I)AWG #10, THWN -2, Block (1) AI #tor -2, Red (i)AWG X10, TH104-2 Block vac* - 356.17 V ... Isc 9 A[1C ( j � (1) AWG #10, THWIN -2 Red VnnP = 241.6 VDC Imp= 8.43 A {2)AWG #t0, PV k ( 1 (1)A41G /to, solid Bore C EGC V _:356.17VpC Isc - 9 ACtC Vmp 241.6 VD Imp= 8.43 ADC (1)AW"r /10, THWN -2. White NEUTRAL Vmp = 240 VAC Imp x=14.5 AAC ` (I) AWG 110, TH*N -2r Grw EGC -- (t )Co,"t Kit; 3/4' EMT Vac: 37.4 VprrTax: 30.2 -(T )AMG TH*4- r Green EGC /GEC "(1) it Kit; 3/4* EMT INV 3 Isc AND Imp ARE SHOWN IN THE DC STRINGS IDENTIFIER Tom RodochC+nski E 125A MAIN SERVICE PANEL REIN CO NOR N TAINED SHAII NOT BE USE F{ THE - 00 2 E 125A/2P MAIN CIRCUIT BREAKER W Y LIE RESIDE I nverter 1 PAR Comp oLttlt T (E) WIRING CUTLER - HAMMER MILBANK 2.04 KW ARRAS r� PART To O SOU THE RE T'S S. 15A/2P Disconnect Meter Socket 3 POWER -ONE ORGA NIZATION, EM T t C C MATH TriE SALE AND USE OF THE RESPECTIVE (8) CANADIAN SOLAR # C 6P-- 5 PX AURORA P\4- 3.Q- OUTD- S- US -�Z -A s:, tea c� z T: ter DATE � SOLARCI E T, INDIOUT THE TTEN PERMISSION OF s TY PO -ONE AURORA PV1- 3.(3-- OUTO -S -US- -A 30351 91214 � THREE LINE DIAGRAM (E) LOADS PV 5 7/29 /2014 T:(850) 638-1028 F.(650) 638-1029 ( )- -OTY ( 2 ) . 6ty.corn B 2a v SalarCit} L1 IM� L2 200 2P } 1 NOT AD)US "r MIN. A ATION V TAGS a A -" ®- a : _.., .®.,.., .___._- .-- -_.°'"„�.._.__...- ---- ,...«. .,»EG�,?..,a,.... Uri -T v iSCri (sICHFUnP9Pk F Etc - -- . ..._.._..___-- _- .- .---- ..____ -- - A _ .,-_» _ -kxG„„. - -- ---- „_ -___j { { N i 4 I FGCIDED .� ECL TO 120/240Y SINGLE PHASE r UTILITY SERVICE k 8 i F voc* = MAX VOC AT MIN TEMP t.l ( t ) . Zi r o Ser ies ; 2OA . 2 AKER (f )CUTLER_H : 24OY s -Fu A A (1)S 2 S 4 S U ,�INCTI N BOx DC (I) Gr d Rod; 5/8” x 8% -(I)CUTLER- R Gr t 30Ar Duty /eutrol er (DG) (I) Uet; I- XL -5Tli; R -(3)" K4977 -NT L - Top Connector, IODAr #12 - 1/0 AWG S) (I)AWG #10, THWN -2, Block (1) AI #tor -2, Red (i)AWG X10, TH104-2 Block vac* - 356.17 V ... Isc 9 A[1C ( j � (1) AWG #10, THWIN -2 Red VnnP = 241.6 VDC Imp= 8.43 A {2)AWG #t0, PV k ( 1 (1)A41G /to, solid Bore C EGC V _:356.17VpC Isc - 9 ACtC Vmp 241.6 VD Imp= 8.43 ADC (1)AW"r /10, THWN -2. White NEUTRAL Vmp = 240 VAC Imp x=14.5 AAC ` (I) AWG 110, TH*N -2r Grw EGC -- (t )Co,"t Kit; 3/4' EMT -(T )AMG TH*4- r Green EGC /GEC "(1) it Kit; 3/4* EMT Tom RodochC+nski ~ REIN CO NOR N TAINED SHAII NOT BE USE F{ THE - 00 2 W Y LIE, a µ ADAM W Y LIE RESIDE BENEFI OF AN EXCEP RC€TY INC.r SHAM 17 I DI D Comp oLttlt T 9865 W 35TH AVE 2.04 KW ARRAS r� PART To O SOU THE RE T'S S. g pp g� y WHEAT A 9 RIDGE, C C {.>V033 ORGA NIZATION, EM T t C C MATH TriE SALE AND USE OF THE RESPECTIVE (8) CANADIAN SOLAR # C 6P-- 5 PX s:, tea c� z T: ter DATE � SOLARCI E T, INDIOUT THE TTEN PERMISSION OF s TY PO -ONE AURORA PV1- 3.(3-- OUTO -S -US- -A 30351 91214 � THREE LINE DIAGRAM PV 5 7/29 /2014 T:(850) 638-1028 F.(650) 638-1029 ( )- -OTY ( 2 ) . 6ty.corn v- -sn -s- nO-OT- d V808h t�(? -83MOd NDISSWWd 6zo g{ q o t 7 -t r ?Yd t a .. wma .i Xd 9Z -d9S 8VIOS NVIGVNV ( ) /%v)jeivz:, AVd8V tad MA 6 V M 9996 . "O !l �d4OOP 2 O d C l d 111 I v ` I�IA 1 l X3 Nv iU . � S ON � } (�(�(� { 11* 069 33N Md IOWM VV NV Sl MWd 3 il H1 S3XVM 1WH s ()AVdHV OIVIIOAOIOHd 8VIO Label Location: (DC) (INV) Per Colo: NEC 590. 3055 Qeaview Way SC - CO XCEL Label Set Mateo, CA 944OZ 7�(650) F:(650)638-1029 t ml i I,',, "I',- ii (4-,-) DI SCONN s MAX IMUVAC A ' I PERATING CURRENT • - � • MAX iMUMAC OPERATING VOLTAGE � . WARNING ELECTRIC SHOCK HAZARb DO NOT TOUCH TERMINALS 3055 Qeaview Way SC - CO XCEL Label Set Mateo, CA 944OZ 7�(650) F:(650)638-1029 t ml i I,',, "I',- ii (4-,-) CLOeAjunuer C * maxoc auq 'u"Lu oufsn JUno wo a, o oo a a j 6UQ,4Aaj , AID S ',n, 6utpas (4pm C I u SON o $uensmd fjv .$U,"JGLq buiqsP4 uodn pa)ajuao 4usioN dLLso, QOPid aj&xLjs io aAel jaddr) . irap n 6uqsu ,, junob dujo ') pasut �upqu &.jpw qjw, ajoq opd Z'C' L � UOQ SON J < Z J .snag iAjau4 ; aPH lMd 4 suotionAlsul uoilelleisul Ll dwoo - wj junoW)j99jS A4!ojeloS buqseij 1�,,moVj dwoo juno�A4 dwo. mwos be j JOOJ 5WPEA9 PA aWqOE�N �� �,g sluauodwoo uoiswjoa , 0,, s4ua3.dOdWoo pazpouv * buiLp?4 . 400id.*jem PEZUKBA„V6 PaluTd - �l,".NA,4p,L3upuno.. sP ol pam�'113 puv,'."JO, deZ PLH)OIrj * , 6upuoE] pum bupjnoir,,N,, se, P, oz t in 0l P U3 daZ punwrZ) pue, . coze "in to pais;i - If) W94SAS Ut Sa,)�Aap 6UfpL,910)r> Pur a')Opa�uj 0 sap da peisli cozy 1p ue', ammpl sup d,9Z sazq m - dwoo - wj junoW)je9jS El 4!ojelos J MJ1 l�: p j, L i, A, Ili N !�i i "'ILIA fi A_ T Electrical Data Black-framed std..._ - - - - - ;CS fiP-?35PRSW-2a0P7�C -245 Nominal Power mu Mamm - - JffmAx 1 2 353rr J ........ . 4t7A OpInnurn Ope i 29-9V 30,0V Optimum Operaling Current (irnp) 7,90A 8 03A 8, t A U it VoRage (VOC) 36 V 5 Short Circuit Current (isc) ............ 8,46A 8 59A 8.74A Maximum Senes Fuse Ratmg i 15A AppitcabonCiassificahor . Cues A ...... . .... ..... ---------- rice 0- 5w ofalatnlinCei)f 1000VWM'. .nPOC�IOMAM qRP avP Slitr.2504"XiCSAP4 environment, +95,5% module efficiency from an irradiance of 1000wim'to 200wlm' (AM, 1, 5, 25 V) Engineering Drawings M Black-framed PXCS6P-250P)Q CUP-255M Temperature Ch tans 250 255W 30,2V Max - --- ------ 8 43A Temperature CrieffiCreml Voc £} 349' 37,2V 37,4% ¢sc 0,065 1 i 8,87A p 9,OOA Nartrun Operating Orel Temperature) 45irC 15,54% 1 15.85% Performance at Low Irradiance Industry leading performance at low rrradiation Maximum Senes Fuse Ratmg i 15A AppitcabonCiassificahor . Cues A ...... . .... ..... ---------- rice 0- 5w ofalatnlinCei)f 1000VWM'. .nPOC�IOMAM qRP avP Slitr.2504"XiCSAP4 environment, +95,5% module efficiency from an irradiance of 1000wim'to 200wlm' (AM, 1, 5, 25 V) Engineering Drawings M Ot SOMA A pnuuV 'tAU4ae4#{ €csagsatuacyxUSa, ". W rSurcGmt PUB +¢a'p:r3lRr,cx3 vua. pxe1'! +ntaA,aa4.N �. 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ZONE CODE: UA USE: r-3 SUBDIVISION: 0620 BLOCK/LOT#: 0/ FEE SUMMARY ESTIMATED PROJECT VALUATION: 4,071.00 FEES Permit Fee 144.70 Total Valuation .00 Use Tax 73.28 TOTAL 217.98 W . Comments Conditions: 6 nail installation & midroof inspection required. I heieby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measure ts shown, llegations made are accurate; that I have read and agree to abide by all conditions printed on this applic ti n and th asume full responsibility for compliance with the Wheat Ridge Building Code (I.H.C) and all other app ~ ab wheat i ordinances, for work under this permit. Plans subject to field inspection. ~ A-. 1t~ . Si ~ e of contractor/o er date 1. ~This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the - State of Colorado and to the Zoning RegulaCions and Huilding Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire 180 days from the issue date. Requests Eor an extension must be received prior to espiration date. An extension may be granted at the discretion of the Building Official. 3. IE this permit expires, a new permit may be acquired for a fee o£ one-half the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not _ exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. 4. No work of any manner shall be done that will change the natural flow of water causing a drainage problem. 5. Contractor shall notify the Building Inspector twenty-four (24) hours in advance £or all inspections and shall receive written approval on inspection card before proceeding with successive phases of the job. 6. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a pesmit for, nor an approval of, t any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. All plan revie i ject to field inspections. Signature of ief ilding official date . INSPECT20 REQUEST LINE: (303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAYFOR INSPECTION THE FOLLOWING BUSINESS DAY. otiWHEqTq/ City of Wheat Ridge Building Division Date: ~ _ m 7500 W. 29th Ave., Wheat Ridge, CO 80033 pian Office: 303-235-2855' Fax: 303-235-2857 COLORP~~ Inspection Line: 303-234-5933 Permit#: Building Permit Application , Property Address: w' 3 S vt- ✓ r~ -?y6 -K271 Property Owner (please print): r f'f A / V~ pf b Phone: Mailing Address: (if di(ferent than properfy address) Address: SG ('ifv Rtafe. Zio' Yft &P, 11Jil1iC& at(X.G "P_ 60 S, ~ O 33 Contractor: Contractor License Sub Contractors: Electrical City License Company: Phone: Plumbing City License Mechanical City License Company Company: Exp. Date: Exp. Date: Exp. Date: Approval: Approval: Approval: Use of space (description): ~ Construction value: (as calculated per the Building Valuation Data sheet) Description ofwork: IZ Pian Review (due attime o(su6mittal): $ a3 ,3 ;G,~~ c Sq. Ft./L.Ft added: Squares BTU's Gallons Amps OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the selback distances proposed by this permit application are acwrete, and do not violate applicable ordinances, rules or regulations of the City of Vvheat Ridge or covenanls, easements or restrictions of record; that allmeasurements shown, and alleg,oions made are accurate; lhat I have read and agree fo abide by all conditions printed on fhis application and that I assume fuil responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permit. Plans subJect to tield Inspection. CIRLCEONE:: (OWNER) (CONTRACTOR) or PERSONALREPRESEN , of(OWNE Qt ATOR) PRINTNAME: &l Un 6'/CIGIZ-7S SIGNATURE: c Date: 12 G~ ZONING COMMEMS: Zoning: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY BUILDING DEPARTMENT COMMENTS: OCCUPANCY: _ Reviewer: FIRE DEPARTMENT:: 0 appfoVOd W/ Comments ❑ diSBppfoVed ❑ nO feViewfequifed ridg Valuation: $ ~ ~ ~ ~ ~ Z ~ j O ~ y O p (D (D 7 N O • I ~ (D N m ~ CD m a o 1 I co ~ N - ~ i ~ ~ o ~ ~ ~ o m o Z O ~ I ~ CD ~ w ~ ~ N ~ ~ w W 2) ~ c~o ❑ ~ ~ I ET Z o a o (n CD ~ CD ~ o ci ~ m ~ O 0 ~I y ~ Q O y m C CD (p O ~I ~ ~ m ~ Q ~ N 0 ~ a CD ~ ~ 0 ~ I o 5 m 'z = o ~ . CD O a e m ~ w ~ ~ N A N w w tA C- 0 a D a a ~ ~ w N (p N N ,n.' Z o C 3 a~ 0 13 G ~U\~ w u C- O a ~ Q Q f~D N N (D N ~ Z o C 3 m v n Z 0 m ~ n z 0 ~ Z N ; m oo< ~ Z o wc ~ O ' w` =I . c~~, w 3 O~ ?5 O ?a ~p m w~" v 0 . . m Na 0 -0 wQ D X = N ~ i ~ ~ v ~ y. I77 . X fD n Z 0 m c n z 0 O Z N W m G ~ W Z o wc ~ O ~ ' v A O m m ~ W y Z w~~ v wv~, m N'oov w > o °--i co k <D ~ ~ DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 12536 BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 7126/01 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 9865 W 35TH AVE Phone : 940-8271 Contractor License No. : 19458 Company : A& A Sprinkler Phone : 431 7800 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, an do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read a gree to~b`de b I conditionsp rinted on this application, and that I assume full relpon ibihty fo/ cqm ian thyvyheat Ridge Building Code (U.B.C.) and all other applicable W eat Rid~epr in~n sr wQrlfprder this permit. (OWNER)(CONTRACTOR) Description : LAWN SPRINKLER SYSTEM. OUTSIDE TAP. Construction Value : $2,275.00 Permit Fee : $83.25 Plan Review Fee : $0.00 Use Tax : $34.13 i d Total: $117.38 use: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company : Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This permit was issued in accordance wiih the provisions set forth in yopur application and is subjectto the laws of the State of Colorado and to the Zoning Regula[ions and Building Code oF Wheat Ridge, Coloredo or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixdy (60) tlays from issue date or (B) the building au[horized is suspendetl or abandoned for a period of 120 days. (3) If ihis permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will he made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. IFChanges are made or if suspension or abandonment exceeds one (7) year, full fees shall be paid for a new permit. - (4) No work of any manner shall be done ihatwill change the natural Flow of water causing a tlrainage problem. (5) Contrector shali notify the Buiiding Inspec[or hvenry-PoUr (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with successive phases of the1ob. (6) The iss of a pemp[ or the appmval of drewings and specifica[ions shall not be construetl to be a permit for, nor an approval of, any violaiion oF the provisions ofllyp,LSLiI nQCSydp„sdF~ny other ordinance, law, rule or regulatiort Chief Building DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WAEAT RIDGE, CO 80215 - (303-235-2855) APPLICATIflN Property Owner: -FiKe A mc(iqc ~ Property Address: ~ ~ 6~ _~3 S Contractor License No.: _ l 941c-Q ONNER/COIVTRACTOR SIGPiATURE OF U1v9ERSTANDINC AND,ICREEMENT I hearby certifp that the setback dislarices proposed by this prnnit apptication aze accurate, and do not violate applicable ordinances, tules or regulations ofihe City of Wheat Ridge or covenants, easemems or restricfions of record; that aIl mzuurements shown, xnd allegations madt are accuratz; that I have read and agree to abide by alt conditions ted on s applica and tha[ I assume fiill responsibilitV ibr compliance rth tl W Ridge.Buil Coda .B.C) :u~d all oiher applicabk Whzat - dge Ord' ane s, or wqik un t~is~p~jJ cownExxooh-rnAc Building Permi[ Number: Da[e: Phone : 3()3 _ (f 1Jo U _ y~~?/ / ~ Phone: 7 31-7'/~V V Construction Value: Permit Fee: Plan Review Fee: TOt31: Description: ~ avjr,- Elecu-ical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Expiration Date: Expiration Date: Expiration Date: Approval: Approval: Approval (I) Ihis pertni[ waz iswed in aaotdance with the pmvisions set forih in yow applicaUOn and is subjec[ m the laws o( the JUte oCColoraAo and m the Zoning Reyvla[ions and Buitding Code of Wheat Ridgq Colorado or any other applicable ordinances of the City. . This pertnit shall expue if (A) the worA authorized is not commenceA within sixty (60) days Imm issue da[e or (B) the building authonzed is suspended or zbandoned tor a penod of 720 days, (3) If this pertni[ expires, a new pertnit may be acyuired for a fee of one-hall the mnount nonnally reyuired, provided no chmges have been or will be made in the original plans and specifications and any suspmsion or abandonmrn[ has not exceedzd one (1) yeaz. ll'changes have been or if suspension or abanAonment exceeds one (1) yes, full fees shall be paid for a new pemti[. (4) No work of any manner shall be done that will change the nanual flow ofwatu causing a drainage problem. (5) ConVaz[or shall notify the Budding Inspeemr twenty-fow (24) houes in aMance for all inspec[iom and shall. rewive wntten approval on inspection card before proceeding with succusive phazu of thejob. (6) The issuance of a peffnit or [he.approval of drawing and specifica[ions shall not be coasWed to be a persnit for, nor an approval oi; any vioia[ion o(the provisions of the buildin5 cades or any other ordinance, law, mle or regWa[ioa . Chief Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) 12160 5/16/2001 Property Owner : Property Address : 9865 W 35TH AVE Contractor License No. : 19206 Company : Positively Electric OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C:) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) Use: Description : RECONNECT COOLER Sq. Ft. : Building Permit Number Date Phone: 940-8271 Phone : 423 1807 Construction Value : $160.00 Permit Fee : $23.50 Plan Review Fee : $0.00 Use Tax : $2.40 Total: $25.90 Approval : Approval : Occupancy : Walls Roof Stories : Residential Units : Electrical License No : 19206 Company : Positively Eiectric Expiration Date : 4/16/2002 Approval : OK/KS Plumbing License No : Company: Expiration Date : Approval: Mechanical License No : Company: Expiration Date : Approval: (1) This permit was issuetl in accordance wi[h the provisions set forth in yopur application and is subjecl to the laws of the S[ate ot Coloratlo antl to the Zoning Regulations and Building Code of Wheat Ridge, Coloratlo or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixry (60) tlays From issue date or (8) the builtling authonzetl is suspentled or abandonetl for a period of 120 daya (3) If this permit expires, a new pertni[ may be acquired for a fee of one-half the amount normally required, provided no changes have been orwill be made in the original plans and specifications and any suspension or abandonment has noi exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (7) year, full fees shall be paid for a new permit. . (4) No work of any manner shall be done that will change the naturel flow of water causing a drainage problem. (5) Contrec[or s, *the, tling Inspeclorhvenry-four (24) hours in advance for all inspections and shall receive written approval on inspeclion cartl before proCee it ~ Shass of the job. (6) The issu ~ e a e approval of drewings and specifications shall not be construed to be a permit For, nor an appmval of, any violation of the provisions of the ti~ co' nce, law, rule or regulatioa . y 1 Chief Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 7 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 APPLICATIo N Property Owner Property Address Contractor License No. ~t~K~y NrAeg~~a G 91 oG Phone : 94"0 CompanY f ur y1,010r. J~;Va- Phone :.~r,:~3- Y93-/s'o ~ OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this pertnit application are acwrete, and do not violate applicable ordinances, rules or regulations of the Ciry of Wheat Ritlge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurete; that I have read and agree to a6ide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, forwork unde,tthis pertnit. / (OWNER)(CONTRACTOR) SIGNED . ~ ~ DATE Description : n- ~eCU,LW•<i Construction Value~~ /GO," Permit Fee : A3-.s0 Use Tax : ff. v0 Total : y3-. g 0 Use: BUILDING DEPARTMENT USE ONLY ~onkn ;__omm SIC : Sq. Ft. : Approval : Zoning : au_fr.,. :::omm~nts I Approval Approval: Occupancy : Walis : Roof : Stories : Residential Units : Electrical License No : Company : Expiration Date : Approval : Plumbing License No : Company : Expiration Date : Approval: Mechanical License No : Company : Expiration Date : Approval : (1) This permit was issued in accorCance wilh the pmvisions set forth in yopur appliwtion antl is suhject to the laws of the SWte of Coloredo anE ro the :.onin9 Regulations antl Builtling Cotle of Wheal Ritlge, Colo2CO or any other applicable ordinances of the Ciry. (2) This pertnit shall expire if (A) the work authonzetl is not commenced within sirzty (60) tlays hom issue date or (B) the building auNonzetl is suspended or abandoned for a penod of 720 days. (3) If this pertnit expires, a new pertnit may be arquired for a fee ot one-half the amount nortnalty required, pmvitleE no changes have 6een or will be made in the onginal plans antl specifiwtions anG any suspension or ahantlonment has not exceedeU one (1) year. It chan9es are made or if suspension or aCantlonment exceeds one (1) year, full (ees shall be paitl for a new pertnil (4) No work of any manner shall be tlone ihat will rhange the natural flow otwater wusing a d2inage problem. (5) CoMractor shall notiry the Builtling Inspector twenry-four (24) hours in advance for all inspections and shall receive wntten appmval on inspectlon prd before proceetliing with successive phases of the job. (6) The issuance of a permit or the approval of drawings antl speci(wtions shall not 6e wnsW ed lo be a permit kr, nar an approval of, any violation of the provisions of the building codes or any oNer ortlinance, law, rule or regula6on. Chief Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 12230 BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE Date : 5130/2001 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Property Owner : Property Address : 9865 W 35TH AVE Phone : 940-8271 Contractor License No. : 20055 Company : TOTAL COMFORT HEATING AND Phone : 989-7507 COOLING OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : $2,450.00 . I hereby certiTy that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that 1 assume full re onsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicab Whe t Ridg ordi~Q , or ork under this it. (OWNER)(CONTRACTOR) SIGNED ` ` ' DATE Description : SWAMP COOLER 4000 CFM Permit Fee : $8325 Plan Review Fee : $0.00 Use Tax : $36.75 Use: Total: $120.00 MZ-1-17 Electrical License No : 19206 Company :Positively Electric Expiration Date : 4/16/2002 Approval : OK/KS Plumbing License No : Company : Expiration Date : Approval : Mechanical License No : Company : Expiration Date : Approval: (1) This permit was issuetl in accordance with the provisions set foAh in yopur application and is subject [o the laws of the S[ate of Colorado and to the Zoning Re9ulations and Building Code of Wheat Ritlge. Coloredo or any other applicable ordinances of the City. (2) This permit sha0 expire if (A) the work authonzed is not commenced wdhm siaty (60) days from issue date or (B) the 6uilding au[horized is suspended or abandoned for a period of 120 tlays. (3) If this permit ezpires, a new permit may be acquired for a fee of one-half the amount normally required, provitletl no changes have been or will 6e made in the original plans and specificatlons and any suspension or abandonment has no[ exceeded one (i) year. If changes are made or if suspension or abantlonment exceeds one (1) year, full fees shall be paid fora new permit. (4) No work of any manner shall be done thatwill change the natural flow of water causing a drainage problem. (5) Contractor shall notiry the Building Inspectorhventy-four (24) hours in advance for all inspeclions and shall receive written approval on inspeclion card before proceediingwithsu v ocgv (6) The issuance o a it r the ppr I of drawings and speci(cations shall not be consUuetl to be a permit tor, nor an approval oF, any violation of the provisions of the 6uilding or ance, law, rule or regulatioa ` Chief Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2856) Property Owner: RIJC-~ 'C',, Building Permit Number : : /ZI-30 Date . _ Property Address s~ ("5- 0 3i:~ ~V a Phone : 9 L(C) Contractor License No. : a oJ5s Company : , ~~v- one OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I herehy certi"ry that the setback distances proposzd'oy this pertnit application are acwrate, and do not violate applicable ordinances, mles or requlations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurete; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable hea Ridge ordina ens, rk under this per it. /7Total: (OWNER)(CONTRACTOR) SIGNED TE e : a e : FCo x : 6 6 V ~]C . Description : c-\ BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Approval : Zoning : Approval : Approval : Occupancy : '°;alls : Roof : Stories : Residential Units : tlectncal License No : I7~ki)(0 t Company ;76s,~-~t'y,EL~ PXCC . Expiration Date : Approvai : Plumbing License No : Company : Expiration Date : Approval: Mechanical License No : Company : Expiration Date : Aporoval : (1) This pertnit was issued in accordance with ihe provisions set forth in yopur application and is subject to the laws of Ihe State of Colo2do and to the Zoning Re9ulaUOns antl Builtling Code of Wheat Ridge, Colo2do or any other applica6le ortlinances of the City. (2) This permit shall expire if (A) the work authonzed is not wmmencea within sixty (60) days from issue date or (B) Ne builtling authorizetl is suspendea or abantlonetl for a penod of 120 tlays. (3) If this pertnit expires, a new permM1 may be acquirea for a fee of one-half the amount normally requireq provided no changes have been orwill be made in the onginai plans and specificafions anC any suspension or abandonment has not exceedetl one (1) year. I( changes are made or if suspension or abandonment exceeds one (1) year, tull fees shall be paitl For a new pertnit. (4) No work of any manner shall 6e done Nat wiil change ihe nalural Flow of water causing a tlrainage problem. (5) Contractor shall notify the 8uilding Inspector hventy-four (24) hours in advance (or all inspectlons and shall receive wntten appmval on inspection wrtl 6efore (6) The saance of a pertnit~orNe approval of drawings and specfiratlons shall not be wnshued to be a pertnit for, nor an approval of, any violatlon of ihe provisions of the 6uiltling cotles or any other ordinance, Iaw, (ule or regulaGon. 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