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HomeMy WebLinkAboutPERMIT 1040 Big Thompson Ave Building E Deck 2022-04-29Application Details Application Terms This document is NOT a permit and does not constitute approval or authorize any construction or changes to the above location. Application Date:04/29/2022 Acceptance Date: Commercial Alteration 04/29/2022 1040 Big Thompson Ave. Building E, Estes Park, CO 80517 Job Site Address: Category: Type:Commercial Remodel Property Owner:Castle Peak Holdings 1040 Big Thompson Ave. Building EMailing Address: Estes Park, CO 80517 Phone:(626) 616-0864 Email:david@catlepeakholdings.com Description of Work: Building E section of this property requires up-sizing 10 columns and adding foundations at the buildings walkways. The stairwell at this location will be put on foundations and rebuilt Contractors: Humphrey Rich Construction Group (301) 330 -1650 Primary Occupant: Applicant: Name: tom Garcia Phone: (240) 793-6191 Email: tgarcia@hrconstruc tion.com Name: Phone: Email: Commercial Remodel 22-EP-00220 Estes Park 170 MacGregor Ave Suite 230, Estes Park, CO 80517 (970) 577-3726 (970) 586-0249 Fields # Parking Spaces: Auto Sprinkler System Required: False Designed Occupant Load: 0 Mixed Occupancy: Total Square Footage:20,766 # Stories: Construction Type: Estimated Valuation:$25,000.00 Occupancy Classification: R-1 Residential, hotels UTSD/EPSD OR SEPTIC: unknown Submitted by: pvillano@safebuilt.com Date Rcvd: _________________ Sub-Contractors: 1 2 3 4 5 Sprinkler: Yes No ____Gas ____Roof ___Solar ___Other 970-577-3726 building@estes.org Description: Town of Estes Park Suite 230 Department of Building Safety 170 MacGregor Ave Estes Park CO, 80517 Permit #: __________________ App Exp: ___________________ Permit Exp: ________________ Rcvd by: ___________________ IMPORTANT - COMPLETE ALL ITEMS AND MARK ALL APPLICABLE ITEMS BUILDING PERMIT APPLICATION Email: Property Owner: Name Phone Email Primary Contractor: Other: ____________________ Crawlspace: _______________ Decks: ____________________ _____Other # of Bedrooms: ________ # Full Bath: ________ # 1/2 Bath:____ #3/4 Bath: ____ ____Other Square Footage New or Tenant Finish Only Residential _____One Family _____Multi-Family: Main Flr: __________________ Add Flrs: __________________ Basement: ________________ Building Official Signature: __________________________________________ Date: ____________ Date: ____________ Notes: Email: ____Windows ____Fireplace ____Plumbing ____Mechanical Construction Type ____Wood ____Structural Steel ____Masonry ________Sign Occupancy Classification: _____________ ________New Building Attached/Detached _____Basement: Partial/Full Finished/Unfinished _____Fireplace Miscellaneous # of Units: _________________ _____Hotel, Motel, Dormitory: Job Site Address: Phone: Phone: Contact Name: Valuation: _________________ Total Fees: _________________ Applicant Signature: _______________________________________________ Construction Type: _________ Separated/Non-Seperated ____Grading Demolition Site Plan: _________________ State Permit: ______________ Asbestos Permit: ___________ Commercial ________Shell Only ________Tenant Finish ________Remodel/Addition # of Units ___________________ _____Garage Attached/Detached _____Patio Covered Porch: ____________ Garage: ___________________ Building E section of this property requires up-sizing 10 columns and addiing foundations at the buildings walkways. The stairwell at this location will be put on foundations and rebuilt. Castle Peak Holdings 626-616-0864 1040 Big Thompson Ave, Estes Park, CO 80517 david@castlepeakholdings.com Humphrey Rich Construction Group, Inc. 240-793-6191 Andrew Spain aspain@hrconstruction.com MDF Construction Mike Ferrante 970-889-5771 10,991 9,775 x ✔ R-1 V B x $ 25,000.00 DocuSign Envelope ID: 69CD2846-50BA-40C4-8A21-8F3EE4A23CD5 4/28/2022 DESIGN LOADS CODE: 2015 IBC W/ TOEP LOCAL AMENDMENTS RISK CATEGORY: II ELEVATION: 7558 FT ROOFS: ROOF DEAD LOAD: 15 PSF GROUND SNOW LOAD Pg: 60 PSF @ 7000 FT, 70 PSF @ 8000 FT INTERPOLATED GROUND SNOW LOAD Pg: 66 PSF SLOPED ROOF SNOW LOAD: 51 PSF FLOORS: DECK LIVE LOAD: 100 PSF DECK DEAD LOAD: 10 PSF WIND: ULTIMATE WIND SPEED: 175 MPH, EXP. C SEISMIC: DESIGN CATEGORY B EARTHQUAKE IMPORTANCE FACTOR Ie = 1 MAPPED SPECTRAL RESPONSE ACCELERATION, Ss=25.6%g MAPPED SPECTRAL RESPONSE ACCELERATION, S1=6.5%g DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs=0.222 DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1=0.065 SOIL SITE CLASS=C BASIC STRUCTURAL SYSTEM: STRUCTURAL STEEL AND WOOD SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE AND BEARING WALL SYSTEM STRUCTURAL SEISMIC LATERAL SYSTEM: WOOD SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE AND REINFORCED CONCRETE SHEARWALLS RESPONSE MODIFICATION FACTOR, R=3 SEISMIC RESPONSE COEFFICIENT, Cs=0.097 ANALYSIS PROCEDURE-SIMPLIFIED METHOD ASSUMED SOIL BEARING CAPACITY: 2500 PSF (ENGINEER TO VERIFY) GENERAL NOTES 1. REFERENCES TO "ENGINEER" ON THE DRAWINGS REFERS TO THE STRUCTURAL ENGINEER OF RECORD. 2. LOCATE ALL UNDERGROUND UTILITIES AND NOTIFY ENGINEER OF EXISTING UTILITIES THAT CONFLICT OR INTERFERE WITH WORK. 3. DO NOT SCALE DRAWINGS. CONTACT DESIGNER FOR CLARIFICATION OF DIMENSIONING AND ANNOTATE ON THE RECORD DRAWINGS ANY MISSING DIMENSIONS. 4. DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 5. DETAILS NOTED AS TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE. 6. THE STRUCTURE IS DESIGNED TO FUNCTION AS A COMPLETE UNIT. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR'S METHODS AND SEQUENCING OF CONSTRUCTION. 7. USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND STEM WALLS. 11 9 1 W O O D S T O C K D R I V E , S U I T E A , E S T E S P A R K , C O 8 0 5 1 7 ww w . t r a i l r i d g e c e . c o m * 9 7 0 - 3 0 8 - 8 2 2 1 * d b a n g s @ t r a i l r i d g e c e . c o m © 2 0 2 0 DA B 5/19/22 WOOD FRAMING AND SHEATHING 1. IN-GRADE BASE VALUES HAVE BEEN USED FOR THIS DESIGN. 2. 2x FRAMING SHALL BE HEM-FIR #2 AND BETTER UNLESS OTHERWISE NOTED. 3. ALL LUMBER SHALL BE 19% MAXIMUM MOISTURE CONTENT. 4. SOLID TIMBER BEAMS AND POSTS SHALL BE DOUGLAS FIR-LARCH #1 OR BETTER UNLESS OTHERWISE NOTED. 5. WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 6. PRESERVATIVE TREATED WOOD SHALL BE TREATED IN ACCORDANCE WITH AWPA U1 AND AEPA M4. 7. PROVIDE SOLID BLOCKING BETWEEN JOISTS UNDER JAMB STUDS OF OPENINGS. 8. COLUMNS MUST HAVE A CONTINUOUS LOAD PATH TO THE FOUNDATION. 9. ALL BEAMS AND TRUSSES SHALL BE BRACED AGAINST ROTATION AT POINTS OF BEARING. 10. MINIMUM NAILING SHALL BE AS SPECIFIED IN IBC TABLE 2304.9.1 "FASTENING SCHEDULE". 11. METAL FRAMING ANCHORS SHOWN OR REQUIRED SHALL BE SIMPSON STRONG TIE OR EQUAL CODE APPROVED CONNECTORS AND INSTALLED WITH THE NUMBER AND TYPE OF NAILS RECOMMENDED BY THE MANUFACTURER TO ACHIEVE THE RATED CAPACITY. HEAVY-DUTY AND SKEWED HANGERS MAY REQUIRE SPECIAL ORDER AND NOT STOCKED LOCALLY. 12 ALL RAFTERS, JOISTS, TRUSSES AND BEAMS SHALL BE ANCHORED TO SUPPORTS WITH METAL FRAMING ANCHORS. 13. LEAD HOLES FOR LAG SCREWS SHALL BE 40%-70% OF THE SHANK DIAMETER OF THE THREADED SECTION AND EQUAL TO THE SHANK DIAMETER AT THE UNTHREADED SECTION. 14. CONNECTOR BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME B18.2.1 AND ASTM SAE J429 GRADE 1. NAILS AND SPIKES SHALL CONFORM TO ASTM F1667. 15. WOOD SCREWS SHALL CONFORM TO ANSI/ASME B18.6.1. 16. ROOF, FLOOR AND WALL SHEATHING: APA RATED OR ADVANTECH VIP+ SHEATHING, THICKNESS AS INDICATED, SPAN RATING AS REQUIRED TO SUIT SUPPORT SPACING INDICATED, EXPOSURE DURABILITY 1, THREE SPAN MINIMUM. 17. MINIMUM ROOF SHEATHING - 5/8" OSB OR CDX PLYWOOD, APA 40/20, NAILED. 18. MAKE PROVISIONS FOR ERECTION LOADS, AND FOR SUFFICIENT TEMPORARY BRACING TO MAINTAIN STRUCTURE SAFE, PLUMB, AND IN TRUE ALIGNMENT UNTIL COMPLETION OF ERECTION AND INSTALLATION OF PERMANENT BRACING. 19. SECURE ROOF SHEATHING WITH LONGER EDGE PERPENDICULAR TO FRAMING MEMBERS AND WITH ENDS STAGGERED AND SHEET ENDS OVER BEARING. 20. SPECIAL NAILING REQUIREMENTS: a. ROOF SHEATHING -ALL NAILS TO BE 8d COMMON OR 10d BOX. -SHEATHING TO BE NAILED WITHIN 4 FEET OF THE PERIMETER AND RIDGE OF THE ROOF 3" O.C. EDGE AND FIELD. -ALL OTHER PANELS NAILED 6" O.C. EDGE, 12" O.C. FIELD. EXCAVATION 1. EXCAVATE SOIL TO ACCOMMODATE NEW FOOTINGS TO DEPTHS AS SHOWN ON THE DRAWINGS. HAND TRIM ALL EXCAVATIONS AS REQUIRED AND REMOVE LOOSE/SOFT MATERIALS. 2. FOOTINGS HAVE BEEN DESIGNED FOR AN ASSUMED ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF. 3. PROTECT THE SITE AND ALL CONSTRUCTION, EXISTING AND PROPOSED, FROM THE EFFECTS OF FREEZING OR FROST ACTION. 4. PLACE AND COMPACT BACKFILL IN EQUAL CONTINUOUS LAYERS NOT EXCEEDING 9" OF COMPACTED DEPTH FOR HAND HELD COMPACTION EQUIPMENT AND A MAXIMUM OF 12" INCHES COMPACTED DEPTH FOR VIBRATORY ROLLERS. 5. MAINTAIN OPTIMUM MOISTURE CONTENT OF BACKFILL MATERIALS TO ATTAIN COMPACTION DENSITY. 6. BACKFILL SIMULTANEOUSLY ON EACH SIDE OF FOUNDATION WALLS THAT ARE NOT DESIGNED FOR RETAINING SOIL ON ONE SIDE. 7. IMPORTED GRANULAR BACKFILL TO MEET THE FOLLOWING CRITERIA: SIEVE DESIGNATION % BY WEIGHT PASSING SIEVES 3 INCH 100 NO. 4 45-75 NO. 100 0-12 NO. 200 0-6 8. SUITABLE NATIVE SOIL: ON SITE SAND OR GRAVEL REASONABLY FREE OF LOAM, SILT, CLAY, OR ORGANIC MATTER. CAST-IN-PLACE CONCRETE 1. ALL WORK SHALL COMPLY WITH ACI 301-10, UNLESS NOTED OTHERWISE IN DRAWINGS OR SPECIFICATIONS. 2. DETAIL BARS IN ACCORDANCE WITH THE DRAWINGS, SPECIFICATIONS AND ACI PUBLICATION SP-66 (2004): "ACI DETAILING MANUAL". 3. REINFORCING MATERIALS: TYP REINFORCING - ASTM A615, Fy=60 KSI, Fu=90 KSI WELDED AND FIELD BENT REINF - ASTM A706, Fy=60 SKI, Fu=90 KSI WELDED WIRE REINFORCING, SMOOTH - ASTM A1064, Fy=65 KSI, Fu=75 KSI WELDED WIRE REINFORCING, DEFORMED - ASTM A1064, Fy=70 KSI, Fu=80 KSI EPOXY COATED REINFORCING - ASTM A775 OR ASTM A934 3. REINFORCING FABRICATION: a. NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON THE DRAWINGS. MAKE BARS CONTINUOUS AROUND CORNERS WHERE DETAILS ARE NOT PROVIDED. WHERE PERMITTED, MAKE SPLICES WITH CONTACT LAPS OR MECHANICAL CONNECTORS. b. PROVIDE ADDITIONAL BARS/STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT. c. MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR'S SHOP. d. NO WELDING OF REINFORCING IS PERMITTED UNLESS NOTED ON THE DRAWINGS. 4. CONCRETE MIX REQUIREMENTS: a. MIX TYPE 2- FOOTINGS, PILASTERS, STEM WALLS, BASEMENT WALLS EXPOSED TO FREEZING OR MOISTURE -28 DAY COMPRESSIVE STRENGTH. f'c=4500 PSI -NORMAL WEIGHT CONCRETE -MAXIMUM W/C RATIO 0.45 -MAXIMUM AGGREGATE SIZE = 3/4" -TOTAL AIR CONTENT 5% 3. PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO PROVIDE THE MINIMUM COMPRESSIVE STRENGTH REQUIRED AND PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILY INTO FORMS AND AROUND REINFORCEMENT WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS. DO NOT EXCEED THE MAXIMUM WATER-CEMENT RATIO. 4. USE PORTLAND TYPE I/II CEMENT UNLESS OTHERWISE NOTED. FOR CONCRETE MIXES USED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC YARD. 5. AGGREGATE TO BE PER ASTM C33. 3/4" AGGREGATE TO MEET SIZE #67 AGGREGATE, 1" AGGREGATE TO MEET SIZE #57 AGGREGATE. 6. PLACE NO CONCRETE WHEN AMBIENT TEMPERATURE IS BELOW 40 DEGREES FAHRENHEIT OR MORE THAN 90 DEGREES FAHRENHEIT UNLESS PLACEMENT PROCEDURE IS IN COMPLIANCE WITH ACI 305 OR ACI 306. 7. COMPLY WITH ACI CODES AND PLACE CONCRETE IN A CONTINUOUS OPERATION WITHIN PLANNED JOINTS OR SECTIONS. DO NOT PERMIT COLD JOINTS TO OCCUR. 8. GROUT: PRE-MIXED, NON-SHRINK, WITH MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI AT 28 DAYS. 9. NO CONCRETE SHALL BE DROPPED MORE THAN 4 FEET INSIDE A FORM. 10. CONCRETE FORMS SHALL BE CLEAN AND FREE FROM DEBRIS. IF FORMS ARE COATED WITH A RELEASE AGENT, THE RELEASE AGENT SHALL BE COLORLESS MINERAL OIL WHICH SHALL NOT STAIN CONCRETE OR ABSORB MOISTURE OR IMPAIR NATURAL BONDING OF CONCRETE. 11. CONTRACTOR IS RESPONSIBLE FOR ALL FORM DESIGN/BRACING REQUIREMENTS. 12. UNLESS OTHERWISE NOTED, CENTER ALL FOUNDATION PIERS AND FOOTINGS ON COLUMN CENTERLINES. 13. CHAIRS AND SPACERS SHALL BE PLACED TO ADEQUATELY SUPPORT REINFORCING DURING PLACEMENT. FOREIGN MATERIALS SUCH AS WOOD OR OTHER UNSUITABLE SUPPORTS SHALL NOT BE USED TO SUPPORT REINFORCING. SET WIRE TIES SO ENDS ARE DIRECTED INTO CONCRETE WHERE CONCRETE WILL BE EXPOSED. 14. CONCRETE CLEAR COVER FOR REINFORCEMENT (UNLESS SHOWN OTHERWISE): a. BOTTOM OF FOOTINGS AND SLABS ON GRADE: 3". b. ALL FACES OF PIERS: 1-1/2". 15. FOOTINGS a. SIZE AND DEPTH AS INDICATED ON THE DRAWINGS. b. MINIMUM FROST PROTECTION DEPTH TO BE 30". APPROVED by SAFEbuilt; 2015 International Codes Subject to inspection and compliance to all Relevant, adopted Building & Municipal Codes 06/01/2022 FACE OF BUILDING STAIRS PER CODE 2x12 STRINGERS, TYP EXISTING 2X10 JOISTS @ 16" O.C. TO REMAIN EXISTING 2X6 TIMBER CROSS BRACING SEE DETAIL 6x6 POST W/ SIMPSON BC6 CAP, TYP (3)2x10 HF # 2 F L U S H B E A M , T Y P . F16 F16 F16 F16 F16 F16 F16 F16 F16 F16 STAIRS PER CODE 2X12 STRINGERS AND TREADS 11 9 1 W O O D S T O C K D R I V E , S U I T E A , E S T E S P A R K , C O 8 0 5 1 7 ww w . t r a i l r i d g e c e . c o m * 9 7 0 - 3 0 8 - 8 2 2 1 * d b a n g s @ t r a i l r i d g e c e . c o m © 2 0 2 0 DA BBUILDING E DECK PLANS 5/19/22 FLOOR FRAMING NOTES: 1.SOLID BLOCKING FOR ALL REPETITIVE FRAMING MEMBERS TO BE PROVIDED AT ALL BEARING POINTS. 2.BEARING SURFACES FOR ALL BEAMS TO BE STUD PACKS WITH A MINIMUM WIDTH OF THE MEMBER BEING SUPPORTED UNLESS NOTED OTHERWISE. 3.GENERAL NAILING AND FRAMING REQUIREMENTS FOR FLOOR FRAMING TO BE PER THE GENERAL NOTES ON SHEET S1. 4.TYPICAL FLOOR ASSEMBLY INCLUDES 2x10 JOISTS, AND FINISH PER ARCHITECTURAL DRAWINGS. 5.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONING OF FLOOR FRAMING. 6. EXTERIOR LUMBER TO BE EXTERIOR GRADE (PRESSURE TREATED) OR PROTECTED FROM ELEMENTS PER 2015 IRC REQUIREMENTS. FOUNDATION NOTES: 1. CONCRETE WALL/FOOTING CONSTRUCTION TO BE INSTALLED PER GENERAL NOTES ON SHEET. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONING, FOUNDATION ELEVATIONS AND EXTERIOR GRADES PRIOR TO FORMING AND POURING CONCRETE FOOTINGS. CONTACT ENGINEER WITH ANY KNOWN DISCREPANCIES. 3. FOUNDATION DIMENSIONS SHOWN ARE TO CENTER OF PAD FOOTING OR EXTERIOR CORNER WALL UNLESS NOTED OTHERWISE. 4. ALL FOOTINGS TO BEAR ON UNDISTURBED NATIVE SOILS OR APPROVED, COMPACTED STRUCTURAL FILL. COMPACTION TESTING TO VERIFY COMPACTION OF STRUCTURAL FILLS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ENGINEER TO PERFORM OPEN HOLE INSPECTION TO VERIFY ASSUMED SOIL BEARING CAPACITY PRIOR TO FORMING CONCRETE. 5. CONTRACTOR MAY ALTER FOUNDATION FOOTING ELEVATIONS AND WALL HEIGHTS BASED UPON FIELD CONDITIONS. CONTACT DESIGN ENGINEER FOR APPROVAL IF WALL HEIGHTS INCREASE ABOVE WHAT IS SHOWN HEREON. 6. FOUNDATION DESIGN ASSUMES NO HYDROSTATIC PRESSURE ON CONCRETE WALLS. CONTRACTOR TO INSTALL FOUNDATION FOOTING DRAIN AT BOTTOM OF FOOTING ELEVATION WITH A MINIMUM OF 4" PERFORATED DRAIN PIPE BACKFILLED IN A 24" BED OF 1.5" WASHED ROCK. CONCRETE WALLS TO BE BACKFILLED WITH FREE DRAINING GRANULAR SOILS. PROVIDE POSITIVE DRAINAGE AWAY FROM ALL FOUNDATION ELEMENTS FOR ALL SURFACE FLOWS. POST BASE SCHEDULE 6x6 POST - SIMPSON ABU66Z HANGER SCHEDULE 2x10 JOIST - SIMPSON LU28 Approved by SAFEbuilt 06/01/2022 8:29:12 AM 6" MIN 30" MIN NEW 6x6 POSTS EXISTING DECKING AND 2x10 JOISTS SIMPSON ABU66Z BASE SIMPSON BC6 POST CAP FINISHED GRADE 16" DIAM. SONOTUBE (3)#4 BARS VERT SIMPSON LU28 HANGER SOLID BLOCK AT INTERSECTION OF WOOD BRACES W/ (2) 5 8" DIA. THROUGH BOLT, TYP NEW (3) 2X10 BEAM NEW SIMPSON ABU66Z POST BASES, TYP EXISTING 6X6 POSTS AND 2X6 CROSS BRACING (3) 1 2" DIA. THROUGH BOLT, TYP SIMPSON BC6 POST CAP, TYP 11 9 1 W O O D S T O C K D R I V E , S U I T E A , E S T E S P A R K , C O 8 0 5 1 7 ww w . t r a i l r i d g e c e . c o m * 9 7 0 - 3 0 8 - 8 2 2 1 * d b a n g s @ t r a i l r i d g e c e . c o m © 2 0 2 0 DA BFOUNDATION AND BRACING DETAILS 5/19/22 SCALE: NTS SECTION DETAIL SCALE: NTS CROSS-BRACING DETAIL Approved by SAFEbuilt 06/01/2022 8:29:12 AM