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2014-3819
City of Palm Springs BUILDING PERMIT Building Address: 19160 Mc Lane St Date 11/19/2014 Case No.: Permit Kim Floyd Submitted Technician Owner Address Phone Steve Schechtman Palm Springs CA Contractor Address Phone Lic. Number Steve Schechtman 732588 Palm Springs CA Architect Address Phone Engineer Address Phone Lot # Block # Tract Parcel Number 10 + + 666-392-004 Lot Size Zone Occupancy 20038 B Business Building Sq. Ft. Garage/Carport Roofed Patio/Porch Remodeled Area New 7200 0 0 0 Use of building Permit Type Const. Type Fixture Units Commercial Commercial Addition/alteration VB Fire Sprinkler Units Valuation Permit Fees Paid Yes 0 5000.00 177.78 Describe work in detail: Supplemental to 2014-2020 fabrication of indoor rock climbing equipment Special Conditions: DO NOT CONCEAL OR COVER ANY CONSTRUCTION UNTIL THE WORK IS INSPECTED IRA13nDTA KIT The issuance of this permit shall not be held to be an approval of the violation of any provisions of any city or county ordinance or state law. Inspections of work are subject to an approved set of plans being on the job. Changes to plans are not to be made without permission of the Building and Safety Divisions. The owner and/or contractor is responsible for establishing all property lines. All utilities must be underground. This permit will expire if work is not started in 180 days or if more than 180 days elapses between inspections. I certify that I am familiar with all riquir ents of the City of Palm Springs as they apply to this permit and understand that these requirements must be complete rior to final inspection tl hat no certif. of occupancy will be issued until such time as these requirements are met. I certify that I have read this pll io and state th th "nformatio) true d correct. OWNER/CONTRACTOR/AGENT DATE ISSUED BY Finaled v y This is a Building when properly filled out, signed and validated, and is not transferable. PERMITNUMBER 2014-3819 ALAS SPaid Recot Summary City of Palm Springs ' 3200 East Tahquitz Canyon Way Page 1 of 1 Palm Springs, CA 92262 DATE 12/29/2014 41F0 � Phone: Bldg: 760-323-8242 Eng: 760-323-8253 Fax: See Below ACCOUNT: Steve Schechtman Palm Springs CA Phone: PERMIT NUMBER 1 2014-3819 19160 McLane St Palm Springs, CA Date Reference Number Invoice Number FeeCat Description Status Amount 12/29/2014 2014-3819 14-4704 001-32201 New Commercial Fee Paid (-) 123.58 12/29/2014 2014-3819 14-4704 001-32204 Permit Issuance Fee Paid (-) 26.11 12/29/2014 2014-3819 14-4704 001-32219 S.B. 1473 Paid (-) 1.00 12/29/2014 2014-3819 14-4704 001-34301 Plan Check Fee Paid (-) 80.33 12/29/2014 2014-3819 14-4704 001-34301 Plan Check Fee Paid ()-108.00 12/29/2014 2014-3819 14-4704 001-34301 State Energy Fee Paid (-) 8.03 12/29/2014 2014-3819 14-4704 001-34308 Microfilm Paid (-) 9.73 12/29/2014 2014-3819 14-4704 001-34310 General Plan Maint. Paid (-) 3.35 12/29/2014 2014-3819 144704 001-37112 SMIP2 Paid (-) 1.40 12/29/2014 2014-3819 14-4704 150-34390 PublicArl Paid (-) 25.00 12/29/2014 2014-3819 14-4704 261-32214 Technology Fee Paid (-) 7.25 Date InvoiceNum Status Payment Amount 12/18/2014 14-4704 Original Due 177.78 12/29/2014 14-4704 Paid Check23557 (-) 177.78 Total Paid 177.78 Building Fax #: 760-322-8342 Engineering Fax #: 760-322-8325 0 INSPECTION INFORMATION No work shall be concealed without a signature by the inspector. The approved plans and this card must always be available to the inspector. Preserve this record. A permit shall expire and become null and void if substanial work is not commenced within 180 days, or if the work is suspended or abandoned for a period of 180 days. If the work is progressing but approaching the end of the 180 day period from the last recorded day of a passed inspection, a progress inspection must be obtained to keep an active permit. CONSTRUCTION HOURS Weekdays 7am to 7pm Saturdays 8am to 5pm Sundays & Holidays Not Permitted JOB NOTES: SEWERSKETCH: JOB CARD Project address: 19160 Mc Lane St Permit #: 2014-3819 Inspection hours 8AM - 4PM Monday - Thursday Inspection request line (760) 323-8243 Building Department (760) 323-8242 Building Department Fax (760). 322-8342 GENERAL BUILDING INSPECTIONS Temp Power Pole Setbacks Pad Certification Ground Plumb g DO NOT 9bVER UNTIL THE ABOVE IS SIGNED Footings DO Ne POUR CONCRETE UNTILABOVE IS SIGNED Sub F16or O NOT COVER UNTIL THE ABOVEPS SIGNED A. ./Htg Ducts To Out Plumbing Rou Electric ' Framin Rough Sp ers DO NOT INSULATE UNTIL THE ABOVE IS SIGNED Insulation Drywall Lath Gas Pressure Sewer (Sketch on reverse side) Planning Release Fire Release Engineering Release Final Electric Final Ga Final C/O Issued Date submitted OWNER CONTRACTOR ARCHITECT ENGINEER BUILDING ADDRESS A.A.# OR PLANNING REP. DESCRIPTION SPECIAL CONDITIONS PLUMBING BATHTUB LAVATORIES WATER CLOSET URINALS SHOWER LAUNDRYTRAY SINK GARAGE DISPOSAL RESIDENCE GARBAGE DISPOSAL COMMERCIAL DISHWASHER AUTOMATIC WASHER DRINKING FOUNTAIN WATER PIPING GAS PIPING HOT WATER TANK GAS OUTLETS GREASE TRAP BUILDING SEWER PRIVATE SEPTIC SYSTEM ROOF DRAINS CONDENSATION LINES Pla heck number Plan check fees TOTAL ADDRESS ADDRESS ADDRESS Al /(00 ///• ADDRESS OCCUPANCY SPRINKLER LOT SIZE AREA BUILD. SQ. FT. GARAGE CARPORT ELECTRICAL TEMP. POWER POLE OUTLETS SWITCHES LIGHT FIXTURES MAIN PANEL SUB PANELS RESIDENTIAL APPLIANCES NON-RES. APPLIANCES SIGNS POWER APPARATUS TO 1 HP ITO10 OVER 10 & NOT OVER 50 MECHANICAL HEATER TO 100,000 BTU HEATER OVER 100,000 BTU A/C TO 3 TON A/C 3.5 TON TO 15 TON DUCT WORK EVAPORATOR COOLER VENT FAN HOOD REPAIR OR ALTER SEWER BATHTUB/BIDET SHOWER LAVATORY DISHWASHER / DISPOSAL WATER CLOSET RESIDENTIAL WASHING MACHINE RESIDENTIAL, SINK LAUNDRYTRAY BAR SINK SERVICE SINK "2" TRAP SERVICE SINK "3" TRAP SINK WITH FOOD WASTE MOP SINK COMMERCIAL DISHWASHER SINK/ GRINDER & DISHWASHER FOOD WASTE GRINDER WATER CLOSET 1.6 WATER CLOSET 1.6 FLUSH O WATER CLOSET 3.5 WATER CLOSET 3.5 FLUSH O CONDENSATION LINE TYPE OF CONST. PATIO O Case number PHONE PHONE LIC PHONE LIC PHONE LIC REAR SET BACK LT. SET BK FRONT SET BACK RT. SET BK BEMPEPHP Valuation 5-4 Building permit Plan check SMIP tax 1 2 Microfilm II Permit issuance Const. Tax Dbl. Fee Const. Permit Sewer insp. Sewer main Sewer agreement Sewer con. Fee Drainage fee TUMF fee Misc. filing fee Public arts Planning i t' DOUBLEO E N G I N E E R I N G October 14, 2014 C 72 Otis Street San Francisco, CA. 94103 Steve Schechtman Desert Rocks Indoor Climbing Gym 19160 Mclane Street Palm Springs, CA steve@climbdesertrocks.com P: 415-551-5150 F: 415-551-5151 E: don@doubledengineering.com W: doubledengineering.com Subject: Climbing Wall Summary Re: Desert Rocks Indoor Climbing Gym, 19160 Mclane Street, Palm Springs, CA Job Number 5789 Dear Steve, DEC 10 2014 A-1 The climbing walls proposed to be installed are essentially pre-engineered structures developed by Double-D Engineering. The subject climbing walls rise to a maximum of 28 feet and are predominantly a straight vertical or slightly inclined outward. Please see Detail I on Sheet S3 as the typical (generic) detail for these walls. Most of our climbing walls are structured and analyzed as a space frame of 2x2x3/16" steel angles. Plywood is attached to the face of the steel structure as a substrate for the finished rock surface, and the climber uses hand and foot holds to climb, that are attached to the plywood or the steel angle frame. The walls are constructed as a series of horizontal trusses at 8'-0" on center that transfer loads across to vertical trusses or the climbing face of plywood, which in turn transfer gravity loads down to the slab. The location of these vertical trusses is located as the walls are constructed, the design being based upon a scaled model of the climbing wall built at '/z inch = 1'-0". There is a tremendous amount of redundancy in the system as a space frame and as a shell of plywood. We are very confident with this system and have safely installed more than 50 similar structures throughout the USA and other countries. BOULDERING WALL A Bouldering Wall is different from a climbing wall since the climbers are not tied into a belay at the top to break their fall. A bouldering wall is typically has larger overhangs and walls are no higher than 16 feet tall. The climber (220 lbs at 6 foot spacing) uses hand and foot holds that are attached to the steel angle frame or to the plywood. When they fall, their fall is broken by 2 feet thick foam mats at the floor below. Schematic plan layouts of a bouldering wall are also shown on sheet S2. A-2 CALCULATIONS We have provided an analysis of the main climbing wall. Both the climbing wall and the bouldering wall use 2x2x3/16 angles throughout, except along the top perimeter where there are 3x3x3/16 angles. We use Allowable Stress Design and have provided 3 load combinations. The model is generated on our RAM analysis program and resembles the wall that is proposed for construction. As analyzed, the axial loads are minimal; axial loads are well under 1 kip, and are easily handled by the space frame. Translations are also negligible. Because of the numerous load combinations and countless pages of output, we have provided just a sample of the output. Observing all the analysis on the screen, all axial loads on the angles are less than 4501bs. For the climbing wall area, reactions are all less than 1 k download and little uplift is observed (see page 26). Most of the angles are insignificantly stressed. The most critical members are members 75 and 77 which are stressed in bending due to live load. The additional strength provided by the plywood face acting as a shell is also observed in the analysis. Graphics for stress ratio is provided and we find that most of the angles are less than 40% of allowable. In regards to point loads on the slab, our model only considers the space frame. The overlay slab is 4" thick and reinforced with #4's at 18"c.c. each way. The angles at the base of the structure and the plywood face act as spreaders to avoid any point loads on the slab; therefore the load is easily supported by the slab and soil. Compressive strength of the existing slab = 3,000 psi. Climbing Wall Area: Input shows dead load, dl= 85 lbs/node at the face of the wall (5.75 kips/68 nodes at climbing surface) Input shows dead load angle, dla= 69.7 lbs/node. This is generated from the list of materials of 8.55 kips divided by 122 nodes Input shows live load, ll= 220 lbs per 6 ft = 36.67 plf applied to members along the top for the climbers Input shows seismic load, E=0.423*W= 59.61bs/ node, where W= (dl+dla) over 101 nodes The member sizes are determined from Detail 2 of Sheet S5. For the angles, we obtain a radius of curvature r from the steel manual. For example: a 3x3x3/16" angle has a ry value of .939. A length of 9.33 feet results in a Kl/r of 1.OxI 11/.93=120. From the Table 4-22 the allowable stress is 10.1 ksi. This equates to an allowable load of 11.0 kips (in compression). A 2x2x3/16" angle has a ry value of .612. For a length of 6.12 feet this provides an allowable load of 7.22 kips (in compression). The angle member sizes are determined from Detail 2 of Sheet S5 and are limited by their Kl/r value of 200. Compression member lengths which are not attached to plywood are based on their rZ value. Angle 2x2x3/16" ry = 0.612 L allowable = 10 feet Angle 3x3x3/16" ry= 0.948 L allowable = 15.5 feet Angle 4x4x 1 /4" ry = 1.25 L allowable = 20 feet From the AISC Manual of Steel Construction Table 4-22, the allowable stress for a KL/r of 200 is 3.76 ksi and thus the allowable loads are: Angle 2x2x3/16" 0.715 in 2.68 kips Angle 3x3x3/16" 1.09 in 4.10 kips Angle 4x4x1/4" 1.94 in2 7.29 kips Attached are inputs and outputs for the most critical wall structure. For the climbing wall, load combination LC 1 controlled. Reactions for all combinations are attached. (See pages 26-27). If you have any questions, pIA4W do not hesitate to call. Thank you, fIVA F � 3� . . r f Don David, S.E. (415) 551-5150 ext 102 DOUB111) 72 Otis Street P: 415-55I-5150 E dAdoubledengineering,com E N 61 N E E R I N 6 San Francisco, CA, 94103 F: 415 551-5151 W: doubledengineering,com STRUCTURAL CALCULATIONS FOR: Desert Rocks 19160 Mclane Street Palm Springs, CA JOB NUMBER: 5789 DATE: 10/13/14 PAGE(S) 32 DOUBLEO I R72 Otis Street 415-551-5150 E N G I N E E R I N G San Francisco, CA. 94103 F: 415-551-5151 Page: 1 E: don@doubledengineering.com W: doubledengineering.com Project Address: 19160 Mclane Street By: AP Project Number: 5789 Palm Springs, CA Date: 10/13/14 Load Cases: (1) Dead Loads 3/4" plywood = 2.5 psf Area = 2300 fe WDL = 5.75 k nodes = 68 PDT = 0.085 k/node <-- Applied to nodes at face of wall total angle weight = 8.500 k (from page 2) nodes = 122 PDLA = 0.0697 k/node <-- Applied to all nodes (2) Live Loads Live Load = 220 Ibs range = 6 ft totalLL = 36.67 plf <-- Applied to members at top of wall (3) Seismic Loads V = 0.423 * W = 6.024 k nodes = 101 PEo = 0.0596 k/node < - Applied to all nodes (excluding base nodes) Latitude: 33.91032 N SS = 3.019 Longitude:-116.55405 W S, = 1.265 R = 3.25 1= 1 Seismic Design for Non -building Structures: (Chapter 15, ASCE) V=0.7x0.3xSDsxWxI= 0.423 xW SMs = 3.019 SM1 = 1.898 SDs = 2.013 SDI = 1.265 L E N G T H O F,*E C T IONS USED Note.- Only the graphically sele: d elements are listed below • File G:\0-JOBS\5700 JOBS\5789 19160 McLane Street - Desert Rocks\5789 calc\5789 Climbing wall.AVW Date 10/14/2014 Time 9:07:01 AM Profile Material U.Weight[Kip/ft] length[ft] Weight[Kip] ------------------------------------------------------------------------------------ L 2X2X3 16 A36 0.00241727 3037.96 7.34356 L 3X3X3 16 A36 0.00368534 329.15 1.21303 ------------------------------------------------------------------------------------ Total weight[Kip]8.55658 C. MODEL DATA ECHO Ort File G:\O-JOBS\SJOBS\5789 19160 McLane Street - Rocks\5789 calc\5789 Climbing wall.AVW Units Kip-ft Date 10/13/2014 Time 4:37:32 PM N O D E S Node X Y Z Floor [ft] [ft] [ft]. ----------------------------------------------------------------------------- 1 0 0 0 0 2 3 8.5 0 0 3 4 15 0 0r r 4 6 23 0 0 5 39 23 0 0 f' i 7 -2 0 0 0 8 -3 17 0 0 ##, r` " ft Uti ! 110 9 -2.5 19 0 0 1` mil ., / 10 11 -6 16 26 23 0 0 0 0r{?rl Ifs? "nr 12 24 23 0 0 13 32 23 0 0 14 15 8 16 26 26 0 0 0 0 " 16 24 26 0 0 17 32 26 0 0 18 0 26 0 0 19 0 0 7 0 20 2 6 7 0 21 6 9.5 7 0 22 3.5 13 7 0 23 4.5 14 7 0 24 9 21 7 0 25 16 21 7 0 26 24 21 7 0 27 32 21.5 7 0 28 39 20 7 0 29 42 26 7 0 30 -2 0 7 0 31 -3 16 7 0 32 -2 18.5 7 0 33 -4.75 26 7 0 34 0 26 7 0 35 8 26 7 0 36 16 26 7 0 37 24 26 7 0 38 32 26 7 0 39 -2.33333 5.66667 0 0 40 -2.66667 11.3333 0 0 41 -2.66667 10.6667 7 0 42 -2.33333 5.33333 7 0 43 0 0 14 0 44 1.5 4 14 0 45 9 14 14 0 46 8 14.5 14 0 47 10 18.5 14 0 48 17 18 14 0 49 29 19 14 0 50 39 21 14 0 51 42 26 14 0 52 -2 0 14 0 53 -3 14 14 0 54 -1 19 14 0 55 -5 26 14 0 56 0 26 14 0 57 8 26 14 0 58 16 26 14 0 59 24 26 14 0 60 32 26 14 0 61 -2.66667 9.33333 14 0 62 -2.33333 4.66667 14 0 63 23 18.5 14 0 64 -2.75 0 21 0 65' -4.5 15 21 0 Per y 66 -2.5 20 21 , 0 • 67 -3 25 21 0 68 0 0 21 0 69 2 2 21 0 70 10 14 21 0 71 21 16 21 0 72 37.5 21 21 0 73 42 26 21 0 74 0 26 21 0 75 8 26 21 0 76 16 26 21 0 77 24 26 21 0 78 32 26 21 0 79 0 0 28 0 80 14 13 28 0 81 38 20 28 0 82 41 26 28 0 83 -1 0 28 0 84 -4.5 15 28 0 85 -4 20 28 0 86 -2.75 26 28 0 87 0 26 28 0 88 8 26 28 0 89 16 26 28 0 90 24 26 28 0 91 32 26 28 0 92 29.25 18.5 21 0 93 4.66667 4.33333 28 0 94 9.33333 8.66667 28 0 95 22 15.3333 28 0 96 30 17.6667 28 0 97 6 8 21 0 98 -3.625 7.5 21 0 99 -2.75 7.5 28 0 100 5.25 9 14 0 101 6.75 17.5 7 0 102 7.125 11.5 14 0 103 -3.1875 3.75 21 0 104 15.5 15 21 0 105 8 11 21 0 106 1.5 4.25 0 0 107 25.125 17.25 21 0 108 26 16.5 28 0 109 7 6.5 28 0 110 5 22.25 14 0 111 4 5 21 0 112 14.5 21 21 0 113 9 20 21 0 114 5 20 21 0 115 2.75 15.5 21 0 116 4.66667 17.3333 28 0 117 8.66667 17.3333 28 0 118 1.5 13.25 28 0 119 11 19.5 28 0 120 15 19.5 28 0 121 19 20.6667 28 0 122 1.25 10.75 28 0 R E S T R A I N T S J� �'�; C i)'� f;= Node TX TY TZ RX RY RZ ----------------------------------------------------------------------------- 1 1 1 1 0 0 0 2 1 1 1 0 0 0 3 1 1 1 0 0 0 4 1 1 1 0 0 0 5 1 1 1 0 0 0 6 1 1 1 0 0 0 7 1 1 1 0 0 0 8 1 1 1 0 0 0 9 1 1 1 0 0 0 10 1 1 1 0 0 0 11 1 1 1 0 0 0 12 1 1 1 0 0 0 13 1 1 1 0 0 0 14 1 1 1 0 0 0 • • 15 1 1 1 0 0 0 16 1 1 1 0 0 0 17 1 1 1 0 0 0 18 1 1 1 0 0 0 39 1 1 1 0 0 0 40 1 1 1 0 0 0 106 1 1 1 0 0 0 M E M B E R S Beam NJ NK Description Section Material ----------------------------------------------------------------------------- 1 19 20 L 2x2x3 16 A36 2 20 21 L 2x2x3 16 A36 3 21 22 L 2x2x3 16 A36 4 22 23 L 2x2x3 16 A36 5 23 101 L 2x2x3 16 A36 6 101 24 L 2x2x3 16 A36 7 24 25 L 2x2x3 16 A36 8 25 26 L 2x2x3 16 A36 9 26 27 L 2x2x3 16 A36 10 27 26 L 2x2x3 16 A36 11 28 29 L 2x2x3 16 A36 12 29 38 L 2x2x3 16 A36 13 38 37 L 2x2x3 16 A36 14 37 36 L 2x2x3 16 A36 15 36 35 L 2x2x3 16 A36 16 35 34 L 2x2x3 16 A36 17 34 33 L 2x2x3 16 A36 18 33 32 L 2x2x3 16 A36 19 32 31 L 2x2x3 16 A36 20 31 41 L 2x2x3 16 A36 21 41 42 L 2x2x3 16 A36 22 42 30 L 2x2x3 16 A36 23 19 30 L 2x2x3 16 A36 24 52 43 L 2x2x3 16 A36 25 43 44 L 2x2x3 16 A36 26 44 100 L 2x2x3 16 A36 27 100 102 L 2x2x3 16 A36 28 102 45 L 2x2x3 16 A36 29 45 46 L 2x2x3 16 A36 30 46 47 L 2x2x3 16 A36 31 47 48 L 2x2x3 16 A36 32 48 63 L 2x2x3 16 A36 33 63 49 L 2x2x3 16 A36 34 49 50 L 2x2x3 16 A36 35 50 51 L 2x2x3 16 A36 36 51 60 L 2x2x3 16 A36 37 60 59 L 2x2x3 16 A36 38 59 58 L 2x2x3 16 A36 39 58 57 L 2x2x3 16 A36 40 57 56 L 2x2x3 16 A36 41 56 55 L 2x2x3 16 A36 42 55 54 L 2x2x3 16 A36 43 54 53 L 2x2x3 16 A36 44 53 61 L 2x2x3 16 A36 45 61 62 L 2x2x3 16 A36 46 62 52 L 2x2x3 16 A36 47 64 68 L 2x2x3 16 A36 48 68 69 L 2x2x3 16 A36 49 69 ill L 2x2x3 16 A36 50 97 105 L 2x2x3 16 A36 51 105 70 L 2x2x3 16 A36 52 70 104 L 2x2x3 16 A36 53 104 71 L 2x2x3 16 A36 54 71 107 L 2x2x3 16 A36 55 92 72 L 2x2x3 16 A36 56 72 73 L 2x2x3 16 A36 57 73 78 L 2x2x3 16 A36 58 78 77 L 2x2x3 16 A36 59 77 76 L 2x2x3 16 A36 60 76 75 L 2x2x3 16 A36 61 75 74 L 2x2x3 16 A36 62 74 67 L 2x2x3 16 A36 63 67 66 L 2x2x3_l6 A36 Per S 66 65 65 98 • L 2x2x3 16 L 2x2x3 16 98 103 L 2x2x3_l6 A 103 64 L 2x2x3 16 A36 86 87 L 3x3x3 16 A361 87 88 L 3x3x3 16 A36 88 89 L 3x3x3 16 A36 89 90 L 3x3x3 16 A36 90 91 L 3x3x3 16 A36 91 82 L 3x3x3 16 A36 82 81 L 3x3x3 16 A36 81 96 L 3x3x3 16 A36 96 108 L 3x3x3 16 A36 95 80 L 3x3x3 16 A36 80 94 L 3x3x3 16 A36 94 109 L 3x3x3 16 A36 93 79 L 3x3x3 16 A36 79 83 L 3x3x3 16 A36 83 99 L 3x3x3 16 A36 99 84 L 3x3x3 16 A36 84 85 L 3x3x3 16 A36 86 85 L 3x3x3 16 A36� 30 7 L 2x2x3 16 A36 7 42 L 2x2x3 16 A36 42 39 L 2x2x3 16 A36 39 41 L 2x2x3 16 A36 41 40 L 2x2x3 16 A36 40 31 L 2x2x3 16 A36 31 8 L 2x2x3 16 A36 8 32 L 2x2x3 16 A36 32 9 L 2x2x3 16 A36 9 33 L 2x2x3 16 A36 33 10 L 2x2x3 16 A36 10 34 L 2x2x3 16 A36 34 18 L 2x2x3 16 A36 18 35 L 2x2x3 16 A36 35 14 L 2x2x3 16 A36 14 36 L 2x2x3 16 A36 36 15 L 2x2x3 16 A36 15 37 L 2x2x3 16 A36 37 16 L 2x2x3 16 A36 16 38 L 2x2x3 16 A36 38 17 L 2x2x3 16 A36 17 29 L 2x2x3 16 A36 29 6 L 2x2x3 16 A36 6 28 L 2x2x3 16 A36 28 5 L 2x2x3 16 A36 5 27 L 2x2x3 16 A36 27 13 L 2x2x3 16 A36 13 26 L 2x2x3 16 A36 26 12 L 2x2x3 16 A36 12 25 L 2x2x3 16 A36 25 11 L 2x2x3 16 A36 11 24 L 2x2x3 16 A36 24 4 L 2x2x3 16 A36 4 101 L 2x2x3 16 A36 101 3 L 2x2x3 16 A36 3 23 L 2x2x3 16 A36 23 2 L 2x2x3 16 A36 2 22 L 2x2x3 16 A36 21 106 L 2x2x3 16 A36 106 20 L 2x2x3 16 A36 20 1 L 2x2x3 16 A36 1 19 L 2x2x3 16 A36 14 25 L 2x2x3 16 A36 25 15 L 2x2x3 16 A36 15 26 L 2x2x3 16 A36 26 16 L 2x2x3 16 A36 16 27 L 2x2x3 16 A36 27 17 L 2x2x3 16 A36 17 28 L 2x2x3 16 A36 55 33 L 2x2x3 16 A36 33 56 L 2x2x3 16 A36 56 34 L 2x2x3 16 A36 34 57 L 2x2x3 16 A36 57 35 L 2x2x3 16 A36 35 58 L 2x2x3 16 A36 P4 58 36 36 59 L . L 2x2x3 2x2x3 16 16 A36 A 59 37 L 2x2x3 16 A)* 37 60 L 2x2x3 16 A36 60 38 L 2x2x3 16 A36 38 51 L 2x2x3 16 A36 51 29 L 2x2x3 16 A36 29 50 L 2x2x3 16 A36 50 28 L 2x2x3 16 A36 28 49 L 2x2x3 16 A36 49 27 L 2x2x3 16 A36 27 63 L 2x2x3 16 A36 63 26 L 2x2x3 16 A36 26 48 L Wx3_16 A36 48 25 L 2x2x3_16 A36 25 47 L 2x2x3_16 A36 47 24 L 2x2x3 16 A36 24 46 L 2x2x3 16 A36 46 101 L 2x2x3 16 A36 101 45 L 2x2x3 16 A36 45 23 L 2x2x3 16 A36 23 102 L 2x2x3 16 A36 102 22 L 2x2x3 16 A36 22 100 L 2x2x3 16 A36 100 21 L 2x2x3 16 A36 21 44 L 2x2x3 16 A36 44 20 L 2x2x3 16 A36 20 43 L 2x2x3 16 A36 43 19 L 2x2x3_l6 A36 19 52 L 2x2x3 16 A36 52 30 L 2x2x3 16 A36 30 62 L 2x2x3 16 A36 62 42 L 2x2x3 16 A36 42 61 L 2x2x3 16 A36 61 41 L 2x2x3 16 A36 41 53 L 2x2x3 16 A36 53 31 L 2x2x3 16 A36 31 54 L 2x2x3 16 A36 54 32 L 2x2x3 16 A36 32 55 L 2x2x3 16 A36 75 57 L 2x2x3 16 A36 57 76 L 2x2x3 16 A36 76 58 L 2x2x3 16 A36 58 77 L 2x2x3 16 A36 77 59 L 2x2x3 16 A36 59 78 L 2x2x3 16 A36 78 60 L 2x2x3 16 A36 60 73 L 2x2x3 16 A36 73 51 L 2x2x3_l6 A36 51 72 L 2x2x3 16 A36 72 50 L 2x2x3 16 A36 50 92 L 2x2x3 16 A36 92 49 L 2x2x3 16 A36 107 92 L 2x2x3 16 A36 49 107 L 2x2x3 16 A36 107 63 L 2x2x3 16 A36 63 71 L 2x2x3 16 A36 71 48 L 2x2x3 16 A36 48 104 L 2x2x3 16 A36 104 47 L 2x2x3 16 A36 47 70 L 2x2x3 16 A36 70 46 L 2x2x3 16 A36 46 105 L 2x2x3 16 A36 105 45 L 2x2x3_l6 A36 45 97 L 2x2x3_16 A36 97 102 L 2x2x3_16 A36 97 100 L 2x2x3_16 A36 100 69 L 2x2x3_16 A36 69 44 L 2x2x3.16 A36 44 68 L 2x2x3 16 A36 68 43 L 2x2x3 16 A36 43 64 L 2x2x3 16 A36 64 52 L 2x2x3 16 A36 52 103 L 2x2x3 16 A36 103 62 L 2x2x3 16 A36 62 98 L 2x2x3 16 A36 98 61 L 2x2x3-16 A36 218 219 61 65 65 53 • L 2x2x3 16 L 2x2x3_l6 220 53 66 L 2x2x3_16 221 66 54 L 2x2x3_l6 A36 222 54 67 L 2x2x3 16 A36 223 67 55 L 2x2x3_l6 A36 224 55 74 L 2x2x3_l6 A36 225 74 56 L 2x2x3_l6 A36 226 56 75 L 2x2x3_16 A36 227 108 95 L 3x3x3_l6 A36 228 109 93 L 3x3x3_l6 A36 229 73 82 L 2x2x3_l6 A36 230 82 72 L 2x2x3 16 A36 231 72 81 L 2x2x3 16 A36 232 81 92 L 2x2x3_l6 A36 233 92 96 L 2x2x3_l6 A36 234 96 107 L 2x2x3_l6 A36 235 107 108 L 2x2x3_l6 A36 236 108 71 L 2x2x3_l6 A36 237 71 95 L 2x2x3_l6 A36 238 95 104 L 2x2x3 l6 A36 239 104 80 L 2x2x3_l6 A36 240 80 70 L 2x2x3_l6 A36 241 70 94 L 2x2x3_l6 A36 242 94 105 L 2x2x3_l6 A36 243 105 109 L 2x2x3_l6 A36 244 109 97 L 2x2x3_l6 A36 245 97 93 L 2x2x3_l6 A36 246 93 69 L 2x2x3_l6 A36 247 69 79 L 2x2x3_l6 A36 248 79 68 L 2x2x3_16 A36 249 68 83 L 2x2x3_l6 A36 250 83 64 L 2x2x3_l6 A36 251 64 99 L 2x2x3_l6 A36 252 99 98 L 2x2x3 16 A36 253 98 84 L 2x2x3_16 A36 254 84 65 L 2x2x3_l6 A36 255 65 85 L 2x2x3 A36 256 85 66 _16 L 2x2x3_l6 A36 257 66 86 L 2x2x3_l6 A36 258 86 67 L 2x2x3_l6 A36 259 67 87 L 2x2x3_l6 A36 260 87 74 L 2x2x3_l6 A36 261 74 88 L 2x2x3_l6 A36 262 88 75 L 2x2x3_l6 A36 263 75 89 L 2x2x3 16 A36 264 89 76 L 2x2x3_16 A36 265 76 90 L 2x2x3_l6 A36 266 90 77 L 2x2x3_l6 A36 267 77 91 L 2x2x3_l6 A36 268 91 78 L 2x2x3_l6 A36 269 78 82 L 2x2x3_l6 A36 270 19 39 L 2x2x3_16 A36 271 39 20 L 2x2x3_l6 A36 272 20 40 L 2x2x3_l6 A36 273 14 24 L 2x2x3_16 A36 274 29 27 L 2x2x3_16 A36 275 27 38 L 2x2x3_l6 A36 276 38 26 L 2x2x3_16 A36 277 26 37 L 2x2x3_l6 A36 278 37 25 L 2x2x3_l6 A36 279 25 36 L 2x2x3_l6 A36 280 36 24 L 2x2x3_16 A36 281 24 35 L 2x2x3_l6 A36 282 24 34 L 2x2x3_16 A36 283 34 32 L 2x2x3_l6 A36 284 32 101 L 2x2x3_16 A36 285 32 23 L 2x2x3_l6 A36 286 23 31 L 2x2x3_16 A36 287 31 22 L 2x2x3_l6 A36 288 22 41 L 2x2x3_l6 A36 289 41 21 L 2x2x3 16 A36 290 21 42 L 2x2x3_l6 A36 291 42 20 L 2x2x3_l6 A36 292 20 30 L 2x2x3_16 A36 293 50 60 L 2x2x3_l6 A36 294 60 49 L 2x2x3 16 A36 49 59 59 63 L • L 2x2x3 2x2x3_16 16 A3 A 63 58 L 2x2x3 16 A 58 48 L 2x2x3 16 A36 48 57 L 2x2x3 16 A36 57 47 L 2x2x3 16 A36 47 110 L 2x2x3 16 A36 56 54 L 2x2x3 16 A36 54 46 L 2x2x3 16 A36 46 53 L 2x2x3 16 A36 53 102 L 2x2x3 16 A36 102 61 L 2x2x3 16 A36 61 100 L 2x2x3 16 A36 100 62 L 2x2x3 16 A36 62 44 L 2x2x3 16 A36 44 52 L 2x2x3 16 A36 110 56 L 2x2x3 16 A36 54 110 L 2x2x3 16 A36 110 46 L 2x2x3 16 A36 72 78 L 2x2x3 16 A36 78 92 L 2x2x3 16 A36 92 77 L 2x2x3 16 A36 77 107 L 2x2x3 16 A36 107 76 L 2x2x3 16 A36 76 71 L 2x2x3 16 A36 111 97 L 2x2x3 16 A36 111 98 L 2x2x3 16 A36 98 69 L 2x2x3 16 A36 69 103 L 2x2x3 16 A36 103 68 L 2x2x3 16 A36 75 112 L 2x2x3 16 A36 111 65 L 2x2x3 16 A36 112 71 L 2x2x3 16 A36 75 113 L 2x2x3 16 A36 70 114 L 2x2x3 16 A36 113 70 L 2x2x3 16 A36 114 74 L 2x2x3 16 A36 114 66 L 2x2x3 16 A36 114 113 L 2x2x3 16 A36 113 112 L 2x2x3 16 A36 112 76 L 2x2x3 16 A36 104 113 L 2x2x3 16 A36 67 114 L 2x2x3 16 A36 66 115 L 2x2x3 16 A36 105 114 L 2x2x3 16 A36 115 105 L 2x2x3 16 A36 65 115 L 2x2x3 16 A36 115 97 L 2x2x3 16 A36 81 91 L 3x3x3 16 A36 91 96 L 3x3x3 16 A36 96 90 L 3x3x3 16 A36 90 95 L 3x3x3 16 A36 95 121 L 3x3x3 16 A36 89 120 L 3x3x3 16 A36 80 119 L 3x3x3 16 A36 88 117 L 3x3x3 16 A36 94 116 L 3x3x3 16 A36 87 85 L 3x3x3 16 A36 85 118 L 3x3x3 16 A36 109 122 L 3x3x3 16 A36 ' 84 93 L 3x3x3 16 A36 93 99 L 3x3x3 16 A36 99 79 L 3x3x3 16 A36 116 87 L 3x3x3 16 A36 117 94 L 3x3x3 16 A36 118 109 L 3x3x3 16 A36 119 88 L 3x3x3 16 A36 120 80 L 3x3x3 16 A36 121 89 L 3x3x3 16 A36 122 84 L 3x3x3 16 A36 122 118 L 3x3x3 16 A36 118 116 L 3x3x3 16 A36 116 117 L 3x3x3 16 A36 117 119 L 3x3x3 16 A36 119 120 L 3x3x3 16 A36 120 121 L 3x3x3 16 A36 78 81 L 2x2x3 16 A36 37-2 114 116 L 2x2x3 16 373 118 115 • L 2x2x3 16 374 74 116 L 2x2x3 16 A 375 116 66 L 2x2x3 16 A36 376 112 120 L 2x2x3 16 A36 377 50 38 L 2x2x3 16 A36 378 38 49 L 2x2x3 16 A36 379 49 37 L 2x2x3 16 A36 380 37 63 L 2x2x3 16 A36 381 63 36 L 2x2x3 16 A36 382 36 48 L 2x2x3 16 A36 383 48 35 L 2x2x3 16 A36 384 35 47 L 2x2x3 16 A36 385 30 44 L 2x2x3 16 A36 386 44 42 L 2x2x3 16 A36 387 42 100 L 2x2x3 16 A36 388 100 41 L 2x2x3 16 A36 389 41 102 L 2x2x3 16 A36 390 102 31 L 2x2x3 16 A36 391 31 45 L 2x2x3 16 A36 392 45 32 L 2x2x3 16 A36 393 32 47 L 2x2x3 16 A36 394 24 55 L 2x2x3 16 A36 395 72 60 L 2x2x3 16 A36 396 60 92 L 2x2x3 16 A36 397 92 59 L 2x2x3 16 A36 398 59 107 L 2x2x3 16 A36 399 107 58 L 2x2x3 16 A36 400 58 71 L WO 16 A36 401 71 57 L 2x2x3 16 A36 402 57 104 L 2x2x3 16 A36 403 52 69 L 2x2x3 16 A36 404 69 62 L 2x2x3 16 A36 405 62 ill L 2x2x3 16 A36 406 ill 61 L 2x2x3 16 A36 407 61 97 L 2x2x3 16 A36 408 97 53 L 2x2x3 16 A36 409 53 105 L 2x2x3 16 A36 410 105 54 L 2x2x3 16 A36 411 54 70 L 2x2x3 16 A36 412 70 110 L 2x2x3 16 A36 413 75 120 L 2x2x3 16 A36 414 120 104 L 2x2x3 16 A36 415 119 70 L 2x2x3 16 A36 416 70 117 L 2x2x3 16 A36 417 117 114 L 2x2x3 16 A36 418 114 87 L 2x2x3 16 A36 S H E L L S Shell N1 N2 N3 N4 Description Material Thickness ----------------------------------------------------------------------------- [ft] 1 7 1 30 19 plywood douglass fir 0.5 2 1 106 19 20 plywood douglass fir 0.5 3 106 2 20 21 plywood douglass fir 0.5 4 6 5 29 28 plywood douglass fir 0.5 5 5 13 28 27 plywood douglass fir 0.5 6 13 12 27 26 plywood douglass fir 0.5 7 12 11 26 25 plywood douglass fir 0.5 8 3 2 23 21 plywood douglass fir 0.5 9 4 3 24 23 plywood douglass fir 0.5 10 11 4 25 24 plywood douglass fir 0.5 11 7 39 30 42 plywood douglass fir 0.5 12 39 40 42 41 plywood douglass fir 0.5 13 40 8 41 31 plywood douglass fir 0.5 14 9 10 32 33 plywood douglass fir 0.5 15 8 9 31 32 plywood douglass fir 0.5 16 29 28 51 50 plywood douglass fir 0.5 17 28 27 50 49 plywood douglass fir 0.5 18 27 26 49 63 plywood douglass fir 0.5 19 26 25 63 48 plywood douglass fir 0.5 20 25 24 48 47 plywood douglass fir 0.5 21 24 101 47 46 plywood douglass fir 0.5 22 32 33 54 55 plywood douglass fir 0.5 Z3 31 32 53 54 plywood douglass fir 0.5 24 41 31 61 53 plywood douglass fir 0.5 r4b st 42 30 41 42 62 52 61 62 wood ood douglass douglass fir fir 0.5 0.5 • 19 30 43 52 wood douglass fir 0.5 20 19 44 43 plywood douglass fir 0.5 21 20 100 44 plywood douglass fir 0.5 101 23 45 102 plywood douglass fir 0.5 23 22 102 100 plywood douglass fir 0.5 51 50 73 72 plywood douglass fir 0.5 50 49 72 92 plywood douglass fir 0.5 49 63 92 107 plywood douglass fir 0.5 63 48 107 71 plywood douglass fir 0.5 48 47 71 104 plywood douglass fir 0.5 43 52 68 64 plywood douglass fir 0.5 44 43 69 68 plywood douglass fir 0.5 100 44 97 69 plywood douglass fir 0.5 47 46 104 70 plywood douglass fir 0.5 45 100 105 97 plywood douglass fir 0.5 46 45 70 105 plywood douglass fir 0.5 52 62 64 103 plywood douglass fir 0.5 62 61 103 98 plywood douglass fir 0.5 61 53 98 65 plywood douglass fir 0.5 53 54 65 66 plywood douglass fir 0.5 54 55 66 67 plywood douglass fir 0.5 73 72 82 81 plywood douglass fir 0.5 72 92 81 96 plywood douglass fir 0.5 92 71 96 95 plywood douglass fir 0.5 71 104 95 80 plywood douglass fir 0.5 104 70 80 94 plywood douglass fir 0.5 70 97 94 109 plywood douglass fir 0.5 97 69 109 93 plywood douglass fir 0.5 69 68 193 79 plywood douglass fir 0.5 68 64 79 83 plywood douglass fir 0.5 64 98 83 99 plywood douglass fir 0.5 98 65 99 84 plywood douglass fir 0.5 65 66 84 85 plywood douglass fir 0.5 66 67 85 86 plywood douglass fir 0.5 67 74 86 87 plywood douglass fir 0.5 File wall.AVW Units Date Time L 04 D A T A G:\0-JOBS\570 JO3 S\5789 19160 McLane Street - D• t Rocks\5789 calc\5789 Climbing Kip-ft 10/13/2014 4:38:24 PM NODAL FORCES ConditiNode FX FY FZ MX MY MZ [Kip] (Kip) (Kip] (Kip*ft] (Kip*ft] (Kip*ft] ----------------------------------------------------------------------------- dl 19 0 0 -0.085 0 0 0 20 0 0 -0.085 0 0 0 21 0 0 -0.085 0 0 0 22 0 0 -0.085 0 0 0 23 0 0 -0.085 0 0 0 24 0 0 -0.085 0 0 0 25 0 0 -0.085 0 0 0 26 0 0 -0.085 0 0 0 27 0 0 -0.085 0 0 0 28 0 0 -0.085 0 0 0 29 0 0 -0.085 0 0 0 30 0 0 -0.085 0 0 0 31 0 0 -0.085 0 0 0 32 0 0 -0.085 0 0 0 33 0 0 -0.085 0 0 0 41 0 0 -0.085 0 0 0 42 0 0 -0.085 0 0 0 43 0 0 -0.085 0 0 0 44 0 0 -0.085 0 0 0 45 0 0 -0.085 0 0 0 46 0 0 -0.085 0 0 0 47 0 0 -0.085 0 0 0 48 0 0 -0.085 0 0 0 49 0 0 -0.085 0 0 0 50 0 0 -0.085 0 0 0 51 0 0 -0.085 0 0 0 52 0 0 -0.085 0 0 0 53 0 0 -0.085 0 0 0 54 0 0 -0.085 0 0 0 55 0 0 -0.085 0 0 0 61 0 0 -0.085 0 0 0 62 0 0 -0.085 0 0 0 63 0 0 -0.085 0 0 0 64 0 0 -0.085 0 0 0 65 0 0 -0.085 0 0 0 66 0 0 -0.085 0 0 0 67 0 0 -0.085 0 0 0 68 0 0 -0.085 0 0 0 69 0 0 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0 37 0.0596 0 0 0 0 0 38 0.0596 0 0 0 0 0 41 0.0596 0 0 0 0 0 42 0.0596 0 0 0 0 0 43 0.0596 0 0 0 0 0 44 0.0596 0 0 0 0 0 45 0.0596 0 0 0 0 0 46 0.0596 0 0 0 0 0 47 0.0596 0 0 0 0 0 48 0.0596 0 0 0 0 0 49 0.0596 0 0 0 0 0 50 0.0596 0 0 0 0 0 51 0.0596 0 0 0 0 0 52 0.0596 0 0 0 0 0 53 0.0596 0 0 0 0 0 54 0.0596 0 0 0 0 0 55 0.0596 0 0 0 0 0 56 0.0596 0 0 0 0 0 57 0.0596 0 0 0 0 0 58 0.0596 0 0 0 0 0 59 0.0596 0 0 0 0 0 60 0.0596 0 0 0 0 0 61 0.0596 0 0 0 0 0 62 0.0596 0 0 0 0 0 63 0.0596 0 0 0 0 0 64 0.0596 0 0 0 0 0 65 0.0596 0 0 0 0 0 66 0.0596 0 0 0 0 0 67 0.0596 0 0 0 0 0 68 0.0596 0 0 0 0 0 69 0.0596 0 0 0 0 0 70 0.0596 0 0 0 0 0 71 0.0596 0 0 0 0 0 72 0.0596 0 0 0 0 0 73 0.0596 0 0 0 0 0 74 0.0596 0 0 0 0 0 75 0.0596 0 0 0 0 0 76 0.0596 0 0 0 0 0 77 0.0596 0 0 0 0 0 78 0.0596 0 0 0 0 0 79 0.0596 0 0 0 0 0 80 0.0596 0 0 0 0 0 81 0.0596 0 0 0 0 0 82 0.0596 0 0 0 0 0 83 0.0596 0 0 0 0 0 84 0.0596 0 0 0 0 0 85 0.0596 0 0 0 0 0 86 0.0596 0 0 0 0 0 87 0.0596 0 0 0 0 0 88 0.0596 0 0 0 0 0 89 0.0596 0 0 0 0 0 90 0.0596 0 0 0 0 0 91 0.0596 0 0 0 0 0 e = fY1111,1r6 ! 9f"J 9.2 0.0596 0 0 0 0 0 �' 93 0.0596 0 0 0 0 0 0 94 0.0596 0 0 0 0 0 95 0.0596 0 0 0 0 0 96 0.0596 0 0 0 0 0 97 0.0596 0 0 0 0 0 98 0.0596 0 0 0 0 0 99 0.0596 0 0 0 0 0 100 0.0596 0 0 0 0 0 101 0.0596 0 0 0 0 0 102 0.0596 0 0 0 0 0 103 0.0596 0 0 0 0 0 104 0.0596 0 0 0 0 0 105 0.0596 0 0 0 0 0 107 0.0596 0 0 0 0 0 108 0.0596 0 0 0 0 0 109 0.0596 0 0 0 0 0 110 0.0596 0 0 0 0 0 ill 0.0596 0 0 0 0 0 112 0.0596 0 0 0 0 0 113 0.0596 0 0 0 0 0 114 0.0596 0 0 0 0 0 115 0.0596 0 0 0 0 0 116 0.0596 0 0 0 0 0 117 0.0596 0 0 0 0 0 118 0.0596 0 0 0 0 0 119 0.0596 0 0 0 0 0 120 0.0596 0 0 0 0 0 121 0.0596 0 0 0 0 0 122 0.0596 0 0 0 0 0 dla 1 0 0 -0.0697 0 0 0 2 0 0 -0.0697 0 0 0 3 0 0 -0.0697 0 0 0 4 0 0 -0.0697 0 0 0 5 0 0 -0.0697 0 0 0 6 0 0 -0.0697 0 0 0 7 0 0 -0.0697 0 0 0 8 0 0 -0.0697 0 0 0 9 0 0 -0.0697 0 0 0 10 0 0 -0.0697 0 0 0 11 0 0 -0.0697 0 0 0 12 0 0 -0.0697 0 0 0 13 0 0 -0.0697 0 0 0 14 0 0 -0.0697 0 0 0 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0 108 0.0596 0 -0.13923 0 0 0 109 0.0596 0 -0.13923 0 0 0 110 0.0596 0 -0.06273 0 0 0 ill 0.0596 0 -0.13923 0 0 0 112 0.0596 0 -0.06273 0 0 0 113 0.0596 0 -0.06273 0 0 0 114 0.0596 0 -0.06273 0 0 0 115 0.0596 0 -0.06273 0 0 0 116 0.0596 0 -0.06273 .0 0 0 117 0.0596 0 -0.06273 0 0 0 118 0.0596 0 -0.06273 0 0 0 119 0.0596 0 -0.06273 0 0 0 120 0.0596 0 -0.06273 0 0 0 121 0.0596 0 -0.06273 0 0 0 122 0.0596 0 -0.06273 0 0 0 !'--9 .�, DISTRIBUTED FORCES ON MEMBERS ConditiBeam Dirl vall va12 Distl % Dist2 % [Kip/ft] [Kip/ft] [ft] [ft]----------------------------------------------------------------------------- ?: ��s t . • ^ R; 11 74 z -0.03667 0 0 0 0 0 � �[ �7 ` `Pf 75 z -0.03667 0 0 0 0 0 76 z -0.03667 0 0 0 0 0 77 z -0.03667 0 0 0 0 0 78 z -0.03667 0 0 0 0 0�� �� =,�i(( fir)? y 79 z -0.03667 0 0 0 0 0 80 z -0.03667 0 0 0 0 0 81 z -0.03667 0 0 0 0 0 82 z -0.03667 0 0 0 0 0 83 z -0.03667 0 0 0 0 0 84 z -0.03667 0 0 0 0 0 85 z -0.03667 0 0 0 0 0 227 z -0.03667 0 0 0 0 0 228 z -0.03667 0 0 0 0 0 ConditiDescription Co --Self Multx weight multiplier-- Multy Multz • ----------------------------------------------------------------------------- dl Dead load 0 0 0 0 11 Live load 0 0 0 0 e earthquake 0 0 0 0 0 0 A r { CO ND dla dead load angle 0 0 ! lcl 1.2dl+1.2dla+1.611 1 0 0 0 lc2 1.2dl+1.2dla+e+ll 1 0 0 0 lc3 .9dl+.9dla+e 1 0 0 0 J S E I S M I C ConditiAccel. Dir. Damp. [�l ----------------------------------------------------------------------------- dl 0 0 0 11 0 0 0 e 0 0 0 dla 0 0 0 lcl 0 0 0 lc2 0 0 0 lc3 0 0 0 RAM'AdvansFile : 5789 Climbing wall. ate: 10/13/2014 Time: 3:37:18 PM Analysis (1st order) 0 0ondition: dl=Dead load p� X RAM AdvancFile -. 5789 Climbing wall. —A 10/13/2014 Time: 3:37:03 PM �dition: dl=Dead load Analysis (1st order) x .1 RAM AdvansFeile :5789 Climbing Analysis (1st order) 10/13/2014 Time: 3:36:42 PM7--Won: cf[=Dead load LY Eq RAM AdvansFeile -. 5789 Climbing wall.A#e-. 10/1312014 Time: 3:29:30 PM lcl=1.2dl+1.2d[a+1.611. Analysis (1st order)�ndition: Stress ratio AISC/AISI ASD �— Y 1000 1.00 x 0.95 11 0.90 0.70 0.60 0.50 0.40 000 bOH" A N A#.S I S R. E S U L T S • f� '� File G:\0-JOBS\5740 JOBS\5789 19160 McLane Street - Desert Rocks\5789 calc\5789 Climbing wall.AVW Units Kip-ft Date 10/13/2014 Time 4:37:17 PM R E A C T I O N S FORCES [Kip] MOMENTS [Kip*ft] Node FX FY FZ MX MY MZ -------------------------------------------------------------------------- Condition lcl=1.2dl+1.2dla+1.611 1 -0.02985 0.36363 0.87998 0.00000 0.00000 0.00000 2 0.13444 0.22016 1.06906 0.00000 0.00000 0.00000 3 0.48291 0.16179 1.31897 0.00000 0.00000 0.00000 4 -0.04138 -0. 09097 0.15803 0.00000 0.00000 0.00000 5 -0.35997 -0.32864 3.70126 0.00000 0.00000 0.00000 6 0.08887 0.32090 =00.35539 0.00000 0.00000 0.00000 7 0.34368 0.29205 1.98577 0.00000 0.00000 0.00000 8 0.13038 0.00014 1.19592 0.00000 0.00000 0.00000 9 -0.04469 0.04979 1.30510 0.00000 0.00000 0.00000 10 0.13991 -0.10229 0.83154 0.00000 0.00000 0.00000 11 -0.26542 -0.23276 0.88768 0.00000 0.00000 0.00000 12 -0.31856 -0.41196 1.63179 0.00000 0.00000 0.00000 13 -0.43454 -0.46876 1.81160 0.00000 0.00000 0.00000 14 -0.02047 0.02639 0.23968 0.00000 0.00000 0.00000 15 -0.03293 0.04633 0.22394 0.00000 0.00000 0.00000 16 -0.05289 0.06696 0.16000 0.00000 0.00000 0.00000 17 -0.10002 0.07231 0.08454 0.00000 0.00000 0.00000 18 0.00552 0.00001 0.23959 0.00000 0.00000 0.00000 39 0.06450 -0.11986 1.91658 0.00000 0.00000 0.00000 40 0.04268 -0.17806 1.43148 0.00000 0.00000 0.00000 106 0.26784 0.31284 1.22507 0.00000 0.00000 0.00000 -------------------------------------------------------------------------- SUM 0.00000 0.00000 21.94220 0.00000 0.00000 0.00000 Condition lc2=1.2dl+1.2dla+e+ll 1 -0.14817 0.35411 1.56683 0.00000 0.00000 0.00000 2 0.16179 0.25353 2.17350 0.00000 0.00000 0.00000 3 -0.17763 0.23774 -0.45342 0.00000 0.00000 0.00000 4 -0.68226 0.19447 -0.94311 0.00000 0.00000 0.00000 5 -0.81041 -0.68864 5.25875 0.00000 0.00000 0.00000 6 0.10488 0.34779 -0.30647 0.00000 0.00000 0.00000 7 0.21403 0.18356 0.99860 0.00000 0.00000 0.00000 8 0.11678 0.05963 0.95038 0.00000 0.00000 0.00000 9 -0.07614 0.05798 1.77609 0.00000 0.00000 0.00000 10 -0.16536 0.20002 -0.14190 0100000 0.00000 0.00000 11 -1.39234 -0.20264 0.77592 0.00000 0.00000 0.00000 12 -1.34825 -0.45765 1.63949 0.00000 0.00000 0.00000 13 -1.22042 -0.67538 2.57467 0.00000 0.00000 0.00000 14 -0.08831 0.03286 0.21856 0.00000 0.00000 0.00000 15 -0.09979 0.02097 0.23432 0.00000 0.00000 0.00000 16 -0.14188 0.03176 0.14849 0.00000 0.00000 0.00000 17 -0.19524 0.06524 0.05216 0.00000 0.00000 0.00000 18 -0.07396 -0.00000 0.21089 0.00000 0.00000 0.00000 39 -0.01782 -0.00679 1.07760 0.00000 0.00000 0.00000 40 -0.02939 0.03433 0.99640 0.00000 0.00000 0.00000 106 0.05028 -0.04288 1.41015 0.00000 0.00000 0.00000 -------------------------------------------------------------------------- SUM -6.01960 0.00000 20.21790 0.00000 0.00000 0.00000 Condition lc3=.9dl+.9dla+e 1 -0.14064 0.22684 1.28033 0.00000 0.00000 0.00000 2 0.11910 0.18034 1.86434 0.00000 0.00000 0.00000 3 -0.34069 0.17565 -0.87757 0.00000 0.00000 0.00000 4 -0.65496 0.19885 -0.92018 0.00000 0.00000 0.00000 5 -0.66330 -0.54794 3.91495 0.00000 0.00000 0.00000 6 0.07341 0.23036 70.15717 0.00000 0.00000 0.00000 7 0.08712 0.08048 0.27364 0.00000 0.00000 0.00000 8 0.07115 0.06109 0.53690 0.00000 0.00000 0.00000 9 -0.06343 0.05104 1.36357 0.00000 0.00000 0.00000 10 -0.20673 0.23872 -0.39209 0.00000 0.00000 0.00000 11 -1.31879 -0.14066 0.54474 0.00000 0.00000 0.00000 12 -1.25653 -0.31782 1.09579 0.00000 0.00000 0.00000 13 -1.07730 -0.50031 1.91122 0.00000 0.00000 0.00000 14 15 -0.07588 -0.08437 0.02295 0.00610 0.17 7 0.1 0.00000 0.00000 0.00000 0.00000 0.000 0 0.0 16 -0.11961 0.00978 0.1 0.00000 0.00000 0.0 17 -0.16029 0.03959 0.04446 0.00000 0.00000 0.00000 18 -0.06967 -0.00001 0.15441 0.00000 0.00000 0.00000 39 -0.04256 0.04286 0.38946 0.00000 0.00000 0.00000 40 -0.04626 0.10709 0.49856 0.00000 0.00000 0.00000 106 -0.04937 -0.16500 1.00084 0.00000 0.00000 0.00000 --------------------------------------------------------------------------- sum -6.01960 0.00000 13.00806 0.00000 0.00000 0.00000 74,11 2 -� • r q 27 ��I►'���'�•��� Anchor Designer TM ,. Software Version 2.3.5365.0 1.Pro4ect information Customer company: Louie Anderson Customer contact name: Louie Customer e-mail: louieanderson@live.com Comment: 2. Inout Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: F1554 Grade 55 Diameter (inch): 0.500 Effective Embedment depth, he (inch): 2.750 Anchor category: - Anchor ductility: Yes hmin (inch): 4.00 Cmi� (inch): 3.00 Smm (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No. <Figure 1> 5259 lb Ih X Company: Double-D Engineering Date: 10/13/2014 Engineer: Anthony Paulos I Page: 1/4 Project: Desert Rocks Indoor Climbing Gym Address: 72 Otis Street, San Francisco, CA Phone: 415-551-5150 x 110 E-mail: anthony@doubledengineering.com Project description: Anchorage for new climbing structure Location: 19160 Mclane Street, Palm Springs Fastening description: 1/2" Dia. Heavy Hex Bolt Base Material Concrete: Normal -weight Concrete thickness, h (inch): 4.00 State: Uncracked Compressive strength, fe (psi): 3000 Wav: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: Yes Base Plate Length x Width z Thickness (inch): 3.00 x 9.00 x 0.18 Yield stress: 34084 psi Profile type/size: L2X2X3/16 B10 Ib y D R-Ih Input data and results must be checked for agreement with the existing arcumstances, the standards and guidelines must be checked for plausibility. S11ong-Tie Carr: h :rive it . 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtia.com 0 P� z q 0 SIMPSON j �►�roiig'�`ie <Figure 2> Anchor Designer"" Software Version 2.3.5365.0 Company: Double-D Engineering Date: 10/13/2014 Engineer: Anthony Paulos I Page: 2/4 Project: Desert Rocks Indoor Climbing Gym Address: 72 Otis Street, San Francisco, CA Phone: 415-551-5150 x 110 E-mail: anthony@doubledengineering.com Recommended Anchor Anchor Name: Heavy Hex Bolt - 1/2"0 Heavy Hex Bolt, F1554 Gr. 55 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. l:no 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT"' Software Version 2.3.5365.0 rk 6u 0 Company: Double-D Engineering Date: 10113/2014 Engineer: Anthony Paulos I Page: 3/4 Project: Desert Rocks Indoor Climbing Gym Address: 72 Otis Street, San Francisco, CA Phone: 415-551-5150 x 110 E-mail: anthony@doubledengineering.com 3 Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua (lb) Vu.x (lb) Vuay (lb) 4(V..,)1+(Vuay)1(lb) 1 2629.5 -344.0 -405.0 531.4 2 2629.5 -344.0 -405.0 531.4 5259.0 -688.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5259 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4 Steel Strength of Anchor in Tension(Sec. D.5.1) N.. (lb) 0 ON.. (lb) 10650 0.75 7988 5 concrete Breakout Strength of Anchor in Tension (Sec D 5 21 Nb = k A.a'P.ha" (Eq. D-6) kc i. fc (psi) her (in) Nb (lb) 24.0 1.00 3000 2,750 5995 -810.0 1062.8 <Figure 3> Y 01 02 is ONcbg=O(ANcIAN.)P-,NP.e,N'Y.NV1.p.NNb (Sec. D.4.1 & Eq. D-4) ANc (in2) AN- (in2) 'Fac,N %dN �K,N Wcp,N Nb (lb) 0 ONcbg (lb) 109.31 68.06 1.000 1.000 1.25 1.000 5995 0.70 8424 6♦ qPullout Strength of Anchor in Tension Map. D.5.3) ON, = V PNp = OTc,PBAbrgfc (Sec. D.4.1, Eq. D-13 & D-14) T,P Ab9 (in2) Pc (psi) 0 ONpa (lb) 1.4 0.47 3000 0.70 10984 Input data and results must be checked for agreement with the existing circumstances, the standards� c_ pl W and guidelines must be checked for plausibility. _ np ar St ang -' :e Ccm;:ar ir.e. 5956 W. Las Positas Boulevard Pleasanton, CA Was Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.cam Anchor Designer TM r Software Version 2.3.5365.0 8. Steel Strength of Anchor in Shear (Sec. D.6.11) Vsa (lb) og o t 0 Qtgro Wr . (Ib) 6390 0.8 0.65 3323 • Company: Double-D Engineering Date: 10/13/2014 Engineer: Anthony Paulos Page: 4/4 Project: Desert Rocks Indoor Climbing Gym Address: 72 Otis Street, San Francisco, CA Phone: 415-551-5150 x 110 E-mail: anthony@doubledengineedng.com 10. Concrete Prvout Strength of Anchor in Shear (Sec. D.6.3) /6Vcpg=OkcpNng=¢kcp(ANc/ANw) c.N 9Cd,N Pc.NPp.NN6(Eq. D-41) kcp ANc (In') AN. 02) WegN Ped,N 'K,N �Kp,N Nn (lb) 0 OVopg (lb) 2.0 109.31 68.06 1.000 1.000 1.250 1.000 5995 0.70 16849 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored load, Nua (lb) Design Strength, eNn (lb) Ratio Status Steel 2630 7988 0.33 Pass Concrete breakout 6259 8424 0.62 Pass (Governs) Pullout 2630 10984 0.24 Pass Shear Factored Load, V.a (Ib) Design Strength, eV. (lb) Ratio Status Steel 531 3323 0.16 Pass (Governs) Pryout 1063 16849 0.06 Pass Interaction check N a/^ V a/OV Combined Ratio Permissible Status Sec. D.7.1 0.62 0.00 62.4 % 1.0 Pass 1/2"0 Heavy Hex Bolt, F1564 Gr. 55 with hef = 2.750 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson c;re-Tie i ornmni Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strangtie.com design Maps Summary Report http_//ehp3-earth qua ) usgs.gov/designmaps/us/summary.php?temp... MUM Design Maps Summary Report User -Specified Input Report Title Desert Rocks Mon October 13, 2014 18:19:34 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.910321N, 116.554051W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output S s = 3.019g SMs= 3.019g Sos= 2.013g Sl = 1.265 g SM1 = 1.898 g SD1 = 1.265 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCER Response Spectrum 3.10 z.4s 2.17 FA 1.36 WM 1.55 1.24 0.93 0.62 0.3i 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1,60 1.20 2.00 Period, T (sec) Design Response Spectrum I.S9 1.68 ET 1.26 w 1.05 01 0.94 0.63 0.42 0.2! 4.00 0.00 0.20 0.40 0.6o 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period. T ( sec) For PGAM, TL, CRS, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Date (I i r lit" BUILDING PERMIT APPLICATION Plan Check Deposit Fees: Building: Fire: Project Address i q l b O C�)T Assessor's Parcel # CE f 312 cvAr Owner's Name '1-cfNci''"Phone # Owner's Address fi'►14�13 iie,15�c)�c�,1°ti\, Contractor's Name �J Phone # Contractor's Addi Architect's Name Architect's Add Engineer's Name Phone # Phone # Engineer's Address CONTACT PERSON S JG�Xt,rt Address Lic.# Lic.# L I c # -13Z-5?R PHONE FAX EMAI Q5c,'rVc,1Ay)a,a& "A C: loW Business License. # , Expiration Date Lot Size (sf.) Building Use Type of Const. Occupancy Group(s) Sprinkled Project Square Footage: Building Garage Carport Patio (type) -.- Project Description KC t�01-A �'�% `ail S Total Value of Work $ '5,d `. WHERE INDICATED BY A CHECK, SUBMIT 4 SETS (Minimum size of plans *18 x 24" Minimum scale Y4% = ';Maximum size o plans 40" x 36' ❑ Complete Application. ❑ Plot Plan with lot square footage. ❑ Drainage Plan: show lot corner elevations. ❑ Structural Calculations, if applicable (wet -stamped and signed) ❑ Floor Plan, dimensioned. Door & Window Schedule ❑ Framing Plan with sections and elevations ❑ Truss Calculations and layout as applicable (wet -stamped and signed.) ❑ Foundation Plan ❑ Electrical Plan/Load Calculations ❑ Health Department approval ❑ Waste, Drain & Vent Isometric ❑ Gas/Water Piping Isometric (dimensioned layout) ❑ Details showing compliance with accessibility. requirements ❑ Site Plan showing parking for persons with disabilities and path of travel to building entrance ❑ Title 24 (Energy) - 2 sets/ Lighting Compliance Forms ❑ Manufacture's brochure for HVAC equipment ❑ Mech. Plan / Duct Schematic, equipment location ❑ Fireplace Specifications, if applicable ❑ Planning / Fire / Engineering approval ❑ Fire Sprinkler plans (required at time of submittal) Bldg. Plan Check #...12— Planning Case # Signature